Proposed Residential Subdivision
Stormwater Drainage Strategy
Lot 5 DP1082569 Averys Lane Buchanan
Buchanan Ridge Pty Ltd
PO Box 3330 Merewether NSW 2291
M 0400 397 342
E admin@fisherengineers.com.au
W fisherengineers.com.au
Averys Lane Buchanan
© Fisher Consulting Engineers Pty Limited [2013].
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Issue
1
1
Description
Original Issue
Draft - Client Issue Only
Author
AJF
AJF
Reviewer
27.05.15
04.02.15
AJF
AJF
27.05.15
04.02.15
Approved by
AJF
AJF
27.05.15
04.02.15
14034 Buchanan DA Stormwater Drainage Strategy r1 |i
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Table of Contents
1.
INTRODUCTION ......................................................................................................................... 1
1.1.
Background ................................................................................................................... 1
1.2.
Site Description ............................................................................................................. 1
1.3.
Proposed Development ................................................................................................ 1
1.4.
Drainage Catchment ..................................................................................................... 1
1.5.
Scope of Work ............................................................................................................... 2
1.6.
Available Data ................................................................................................................ 2
1.7.
Previous Studies............................................................................................................ 2
1.8.
Strategy Objectives / Criteria......................................................................................... 3
1.8.1.
Stormwater Runoff Quantity Criteria ............................................................ 3
1.8.2.
Stormwater Runoff Quality Criteria .............................................................. 3
1.8.3.
Flooding Criteria .......................................................................................... 3
2.
STORMWATER DRAINAGE MANAGEMENT STRATEGY .......................................................... 4
3.
METHODOLOGY ........................................................................................................................ 5
3.1.
Stormwater Runoff Quantity .......................................................................................... 5
3.1.1.
Stormwater Flow Model ............................................................................... 5
3.1.1.1. Catchment Plan and Model Data ..................................................... 5
3.1.1.2. Rainfall Data ..................................................................................... 6
3.1.1.3. Probabilistic Rational Method .......................................................... 6
3.1.1.4. DRAINS Model Parameters .............................................................. 7
3.1.1.5. Model Subcatchment Data ............................................................... 7
3.2.
Stormwater Runoff Quality ............................................................................................ 8
3.2.1.
MUSIC Parameters ...................................................................................... 9
3.2.1.1. Land Use Types ............................................................................... 9
3.2.1.2. Rainfall and Evapotranspiration ....................................................... 9
3.2.1.3. Time Step ......................................................................................... 9
3.2.1.4. Hydrology ......................................................................................... 9
3.2.1.5. Event Mean Concentrations ........................................................... 10
3.3.
4.
Flooding ...................................................................................................................... 11
MODEL RESULTS .................................................................................................................... 12
4.1.
4.2.
Stormwater Runoff Quantity ........................................................................................ 12
4.1.1.
Probabilistic Rational Method .................................................................... 12
4.1.2.
DRAINS Model Results .............................................................................. 12
4.1.3.
DRAINS Modelled Detention Basin Outlet Controls .................................. 17
4.1.4.
Stormwater Flow Conveyance Structures ................................................. 18
Stormwater Runoff Quality .......................................................................................... 19
4.2.1.
MUSIC Results – Post Development Land Use (No Treatment) ............... 19
4.2.2.
MUSIC Results – Post Development Land Use (with Treatment).............. 19
4.2.2.1. Treatment Devices.......................................................................... 19
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4.2.2.2. Modelling Results ........................................................................... 20
4.3.
Flooding ...................................................................................................................... 21
5.
SOIL AND WATER MANAGEMENT DURING CONSTRUCTION ............................................. 22
6.
SUMMARY AND CONCLUSIONS ............................................................................................ 23
7.
REFERENCES .......................................................................................................................... 25
List of Figures
Figure 1
Locality Plan
Figure 2
Indicative Lot Layout
Figure 3
Existing Catchment Plan
Figure 4
Developed Catchment Plan
Figure 5
Stormwater Management Plan
Figure 6
Detention Basin No. 1 Layout Plan
Figure 7
Detention Basin No. 2 Layout Plan
Figure 8
MUSIC Node Layout
List of Appendices
Appendix A
Indicative Lot Layout (supplied by Buchanan Ridge)
Appendix B
Planning Proposal, “Averys Village”, Averys Lane, Heddon Greta, 18/2006/3, 30 May
2012, Figure 4 (PPEE2/2012), Cessnock City Council
Appendix C
DRAINS Data Spreadsheets
Appendix D
PRM Calculations
Appendix E
DRAINS Results Spreadsheets
Appendix F
100 Year ARI Hydrographs
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List of Tables
Table 1:
Table 2:
Table 3:
Table 4:
Table 5:
Table 6:
Table 7:
Table 8:
Table 9:
Table 10:
Table 11:
Table 12:
Table 13:
Table 14:
Table 15:
Table 16:
Table 17:
Table 18:
Table 19:
Table 20:
Table 21:
Table 22:
Table 23:
Catchment values for probabilistic rational method calculations ................................. 6
Storage and loss parameter values adopted in the DRAINS hydrological models for
Catchments North and South........................................................................................ 7
Roughness parameter values adopted in the DRAINS models .................................... 7
Impervious area percentage values adopted in the DRAINS models .......................... 7
Stormwater treatment objectives for New South Wales ................................................ 8
Monthly Average Areal PET Values ............................................................................... 9
MUSIC Rainfall-Runoff Parameters ............................................................................. 10
Adopted Land Use Baseflow and Stormflow Concentration Parameters ................... 11
Probabilistic rational method results ........................................................................... 12
Model results of ‘existing’ state for Catchment North ................................................. 13
Model results of ‘existing’ state for Catchment South ................................................ 13
Existing Peak Flowrates Comparison ......................................................................... 14
DRAINS Peak Flow Results for Catchment North ....................................................... 15
DRAINS Peak Flow Results for Catchment South ...................................................... 15
DRAINS Peak Flow Results with Detention for Catchment North ............................... 16
DRAINS Peak Flow Results with Detention for Catchment South .............................. 16
Detention Volume ........................................................................................................ 17
Summary of Basin and Outlet Structures.................................................................... 17
Flowrate and Depth over Spillway - Detention Basin No. 1 ........................................ 18
Summary of culvert parameters .................................................................................. 18
MUSIC Model Results for the Site’s Post Development Land Use (No Treatment).... 19
MUSIC Model Results for the Site’s Post Development Land Use (with Treatment) .. 20
MUSIC Model Treatment Train Effectiveness Results................................................. 20
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List of Acronyms
AHD
Australian Height Datum
ARI
Average Recurrence Interval
AR&R
Australian Rainfall and Runoff, Institution of Engineers, Australia, 1987
ARQ
Australian Runoff Quality, Engineers Australia, 2006
AWL
Active Water Level
BASIX
Building Sustainability Index
BOM
Bureau of Meteorology
CC
Construction Certificate
CCC
Cessnock City Council
DA
Development Application
DLWC
Department of Land and Water Conservation
FFL
Finished Floor Level
GPT
Gross Pollutant Trap
IFD
Intensity Frequency Duration
LGA
Local Government Area
PRM
Probabilistic Rational Method
PWL
Permanent Water Level
R.L
Reduced Level
TWL
Top Water Level
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1. INTRODUCTION
1.1. Background
Fisher Consulting Engineers has been engaged by Buchanan Ridge Pty Ltd to formulate a
Stormwater Drainage Strategy to support a proposed Development Application for a residential
subdivision at Averys Lane Buchanan. The site is known as Lot 5 DP 1082569 and is situated
within the Cessnock City Council Local Government Area. The stormwater drainage strategy
addresses stormwater quantity and quality requirements, and flood levels for the proposed
development.
A locality plan is shown in Figure 1.
1.2. Site Description
The site is generally bounded by Wallis Creek to the East, rural residential lots to the South,
bushland to the East, and rezoned and/or DA approved residential land to the North. Lot 5 has
been rezoned with both R2 and E2 zonings covering the site.
Lot 5 drains typically toward the East with the site broken into two Catchments, both ultimately
draining into Wallis Creek. Both Catchments contains slopes typically in the order of 2-3%.
The R2 zoned portion of the site varies in level from approximately R.L 23m in its North Western
corner to approximately R.L 8m along the Eastern boundary near its South Eastern corner.
1.3. Proposed Development
The proposed development previously involved the rezoning of the site from rural grazing to
R2 Low Density Residential and E2 Environmental Conservation. The proposal is for 175 lots
over the R2 zoned portion of the site. An indicative lot layout has been prepared and is shown
in Figure 2.
Access to the proposed development from the South will be via Averys Lane from John
Renshaw Drive. Access from the North via an extension of Averys Lane from Heddon Street
and Main Road will become available following development of the residential zoned land to
the North.
1.4. Drainage Catchment
Wallis Creek is a major tributary of the Hunter River and flows adjacent to the Eastern boundary
of the subject site. Wallis Creek flows generally in a northerly direction ultimately draining into
the Hunter River at Horseshoe Bend in Maitland.
The Wallis Creek floodplain lies adjacent to the Eastern boundary of the subject site, and the
site drains to this floodplain prior to joining the physical creek line of Wallis Creek.
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1.5. Scope of Work
This Strategy has been undertaken to provide the following information in support of the
Development Application:
 Identification of the requirements of Cessnock City Council for the development site.
 Identify the impacts of the proposed residential development on existing waterways.
 Develop a strategy to minimise the effects of the development on downstream
waterways.

Provide concept sizing of the proposed stormwater management facilities in
accordance with the adopted strategy.
1.6. Available Data
The following available information was utilised in the preparation of this strategy:

An indicative lot layout plan supplied by Buchanan Ridge. A copy of the lot layout plan
is shown in Appendix A.

Planning Proposal, “Averys Village”, Averys Lane, Heddon Greta, 18/2006/3, 30 May
2012, Contact: Mr Scott Christie, Strategic Land Use Planner, Cessnock City Council.
An extract from the report is shown in Appendix B.

Wallis, Swamp and Fishery Creeks Flood Study, dated August 2011, prepared by
Worley Parsons.

Averys Lane Rezoning, Flooding and Stormwater Management, October 2007,
prepared by Parsons Brinckerhoff.
1.7. Previous Studies
Averys Lane Rezoning, Flooding and Stormwater Management, October 2007, prepared by
Parsons Brinckerhoff (PB).
This report was prepared to provide preliminary flooding and stormwater management advice
to support the rezoning application.
Wallis, Swamp and Fishery Creeks Flood Study, dated August 2011, prepared by Worley
Parsons.
This study was prepared for Cessnock City Council to provide flood levels in the Wallis Creek
and Swamp/Fishery Creek locations. In the study peak flood levels, for a range of ARI events,
in the creeks were mapped against survey levels to provide peak flood extents within the creeks
and associated flood storage areas.
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1.8. Strategy Objectives / Criteria
1.8.1. Stormwater Runoff Quantity Criteria
The proposed development site has two distinct catchments which discharge toward the East
to the flood storage plain associated with Wallis Creek.
Stormwater flow management criteria include:

The adoption of a major / minor flow approach to the design of the local stormwater
flow management system.

Conveyance of major flows through the site in a safe manner.

Limiting the post development discharge rates from the subject site to predevelopment discharge rates.
1.8.2. Stormwater Runoff Quality Criteria
Stormwater runoff from the development should be treated prior to discharge, consistent with
normal practice for new developments, and with consideration to opportunities for integration
with existing site features and topography.
The methodology for Stormwater Runoff Quality typically involves selection of stormwater
quality treatment devices based on identified opportunities for stormwater quality management
referencing the development site and catchment conditions, and normal best practice.
Stormwater quality management for the subject site could comprise a treatment train of
structures consisting of:

water harvesting for reducing runoff volumes (rainwater tanks)

gross pollutant traps (GPTs)

stormwater quality control ponds
1.8.3. Flooding Criteria
Lots should have sufficient buildable area for a dwelling to be located at or above the flood
planning level, which is the 1 in 100 year ARI flood level plus 500mm freeboard for residential
development.
In 2012 Cessnock City Council prepared a report titled Planning Proposal, “Averys Village”,
Averys Lane, Heddon Greta, 18/2006/3, 30 May 2012, Contact: Mr Scott Christie, Strategic Land
Use Planner. The report was prepared for the Agenda of the Planning Panel Meeting of the
Cessnock City Council. Within this report Figure 4 (PPEE2/2012) shows the flood levels within
the Wallis Creek catchment, which is an extract from the Wallis, Swamp and Fishery Creek Flood
Study (2011). A flood level of R.L 10.30m AHD is shown adjacent to the north east corner of
the subject site. This flood level of R.L 10.30m AHD continues through the flood storage plain
for a distance of greater than 3.0km, and hence is considered that the majority of the flood
plain storage area has a flood level of R.L10.30m AHD, including the subject site. Accordingly
this strategy has adopted the Council’s 1 in 100 year flood level of R.L 10.30m AHD.
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2. STORMWATER DRAINAGE MANAGEMENT STRATEGY
The proposed stormwater drainage strategy involves:

Roof areas on lots will outlet to rainwater tanks within each lot for re-use, which are
likely to be a requirement by BASIX (Building Sustainability Index) regulations. Tanks
will overflow via a piped connection to the IAD or street drainage system.

Capture of stormwater from lot and road reserve areas by a conventional pit and pipe
drainage network located in the street or in interallotment drainage easements where
required.

Conveyance of captured stormwater within the drainage pipe network to gross
pollutant traps (GPT’s) for primary treatment prior to discharge into the proposed
detention basin and/or stormwater quality control pond.

Discharge from the catchments outlets will be conveyed over land within existing
watercourses to the Wallis Creek flood storage plain.
The proposed detention basins and/or stormwater quality control ponds will be located within
drainage reserves and dedicated to Council consistent with other developments within the
Cessnock LGA.
Figure 5 shows the Stormwater Management Plan and depicts the above management
strategy.
Details of the proposed local drainage system will be determined at the time of Construction
Certificate application, to Council’s standard requirements.
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3. METHODOLOGY
3.1. Stormwater Runoff Quantity
Existing and post-development flowrates are estimated using hydrological computer modelling
software in order to demonstrate the magnitude of the local catchment flowrates.
The post-development discharge is compared to the pre-developed discharge, and if higher,
detention is usually warranted in accordance with Council’s standard requirements.
3.1.1. Stormwater Flow Model
A stormwater flow model was prepared for the purpose of estimating existing and postdevelopment flowrates to demonstrate the magnitude of the local catchment flowrates.
3.1.1.1.
Catchment Plan and Model Data
Surface runoff flowrates from the site were modelled in two differing scenarios using the
DRAINS – Urban Drainage Model, firstly in the existing state and secondly as a developed
catchment.
The RAFTS module was used within the DRAINS software package for both scenarios.
For the existing state the development site was divided into two catchments, Catchment North
and Catchment South. Figure 3 shows the location of the existing state catchment boundaries,
including the external catchment where required. DRAINS model data is included in Appendix
C.
For the developed state the development site was divided into two catchments, Catchment
North and Catchment South, however the catchments were modified to reflect the developed
catchment, including redirection of Catchment North upstream undeveloped flows around the
development site into Catchment South. Figure 4 shows the location of the developed state
catchment boundaries, including the external catchment. DRAINS model data is included in
Appendix C.
The methodology for stormwater quantity comprised quantitative analysis of available data to
estimate existing and future flow behaviour from the development site. The analysis involved
examination of surface hydrology to assess runoff characteristics from the site and sizing of
stormwater mitigation devices to negate the impact of site development on existing flowrates.
This involved the following steps:

Estimation of existing peak stormwater flowrates at the downstream drainage outlets
of the site using the DRAINS drainage software package. Flowrates from the DRAINS
software were compared with flowrate estimates obtained using the Probabilistic
Rational Method (Australian Rainfall and Runoff, Institution of Engineers, Australia,
1987), which is normal practice in rural catchments where long term flow data is not
available for model calibration.

Compare PRM and DRAINS flowrates to PB report’s PRM and existing state flowrates.
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
Revise the existing scenario in the DRAINS drainage model to include the additional
impervious areas that will arise due to development of the site. This resulted in the
developed DRAINS drainage model.

The critical storm was then selected for each ARI, based on the peak discharge from
the site. The hydrographs of these ‘critical’ storms were plotted to determine the
approximate volume of storage required.

Identification of potential locations for on-site stormwater detention structures to
reduce post-development discharge flowrates.
3.1.1.2.
Rainfall Data
Rainfall for a range of design events from 1 year ARI to 100 year ARI, and storm durations from
5 minutes to 12.0 hours for each, were modelled in order to identify the critical storm duration
(producing the highest peak flowrate) for each ARI from the site. The required rainfall Intensity
Frequency Duration (IFD) rainfall data was obtained from the tables supplied in Australian
Rainfall and Runoff, and the BOM website, and is reproduced below.
Latitude
= 32.800 S
Longitude
= 151.500 E
Skewness
= 0.05
2-year ARI,
1 hour intensity
= 30.21 mm/hr
12 hour intensity
= 6.38 mm/hr
72 hour intensity
= 1.97 mm/hr
1 hour intensity
= 58.51 mm/hr
12 hour intensity
= 13.57 mm/hr
72 hour intensity
= 4.02 mm/hr
50-year ARI,
3.1.1.3.
Probabilistic Rational Method
Probabilistic rational method flow calculations were undertaken for existing Catchment North
and South, including their external catchments, using the procedure outlined in Australian
Rainfall and Runoff to calibrate DRAINS stormwater modelling in the existing state.
Table 1 summarises the adopted values for catchment areas and fraction impervious for the
existing Catchments North and South, used in the probabilistic rational method flow
calculations. Full PRM calculations are shown in Appendix D.
Table 1:
Catchment values for probabilistic rational method calculations
Catchment
Catchment Area
Fraction Impervious
North
16.113 ha
0.0
South
71.800 ha
0.0
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3.1.1.4.
DRAINS Model Parameters
Table 2 summarises the catchment storage and loss parameter values adopted in the DRAINS
models for Catchments A, B and C. The parameter values are adopted by calibrating the
exiting scenario DRAINS model results with the calculated values from probabilistic rational
method calculations.
Table 2:
Storage and loss parameter values adopted in the DRAINS hydrological
models for Catchments North and South
Parameter
Catchments North and South value
Storage Multiplier, Bx
1.2
Pervious Area Initial Loss (mm)
10.0
Pervious Area Continuing Loss (mm)
2.5
Impervious Area Initial Loss (mm)
1.5
Impervious Area Continuing Loss (mm)
0.0
3.1.1.5.
Model Subcatchment Data
Full DRAINS model subcatchment data is provided in Appendix B. Subcatchment Manning’s
n roughness values used in the DRAINS models are summarised in Table 3.
Table 3:
Roughness parameter values adopted in the DRAINS models
Model - surface type
Mannings ‘n’ value
Existing model - pervious areas
0.06
Developed models - pervious / impervious areas
0.06 / 0.015
Subcatchment impervious area percentage values used in the DRAINS models are
summarised in Table 4.
Table 4:
Impervious area percentage values adopted in the DRAINS models
Model - type
Impervious Area Percentage
Existing model
– natural
0%
– existing external catchment
0%
Developed models
– natural
0%
– existing external catchment
0%
– developed lots with half road reserve
65%
– half road reserve
85%
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3.2. Stormwater Runoff Quality
The methodology for Stormwater Runoff Quality typically involves selection of stormwater
quality treatment devices based on identified opportunities for stormwater quality management
referencing the development site and catchment conditions, and normal best practice.
The performance of the stormwater management plan was undertaken using the MUSIC
stormwater water quality model. MUSIC is a continuous simulation water quality model. The
pollutants considered in the water quality modelling were total suspended solids (TSS), total
phosphorus (TP) and total nitrogen (TN) which are typical components of urbanised
stormwater runoff.
MUSIC input parameters include:

Rainfall and potential evapotranspiration data

Catchment area and percentage impervious

Hydrologic parameters

Statistical pollutant generation parameters
MUSIC outputs include:

Average annual pollutant export loads

Treatment train effectiveness, expressed in terms of pollutant reduction.
Input parameters used for modelling were derived from BOM Climate Data, parameter values
in the MUSIC User Manual (version 6.1) and the publication Using MUSIC in Sydney’s Drinking
Water Catchment, A Sydney Catchment Authority Standard (Published by Sydney Catchment
Authority, Penrith, December 2012).
The treatment criteria published in Australian Runoff Quality, Table 1.2 (Engineers Australia,
2006) were adopted for this study, and are summarised in Table 5.
Table 5:
Stormwater treatment objectives for New South Wales
Pollutant
Stormwater treatment objective
Total Suspended Solids (TSS)
80% retention of average annual load
Total Phosphorus (TP)
45% retention of average annual load
Total Nitrogen (TN)
45% retention of average annual load
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3.2.1. MUSIC Parameters
3.2.1.1.
Land Use Types
Surface runoff from the undeveloped areas of the catchments will drain naturally to the existing
watercourses. The developed land use was modelled as separate lot, road and roof surface
types. The pollutant generation characteristics of the surface types are shown in Table 8 below.
3.2.1.2.
Rainfall and Evapotranspiration
The rainfall data used for the modelling was from Pokolbin (Somerset) weather station
(061238). The rainfall data used in the analysis spanned from 1967 to 1976. The average
annual rainfall during this period was 777mm
Monthly average areal potential evapotranspiration (PET) values were obtained from mapping
on the BOM website. Evapotranspiration values are given in Table 6. The estimated total
annual areal PET is 1472mm.
Table 6:
Monthly Average Areal PET Values
Month
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
PET
(mm/month)
195
150
120
105
90
75
75
75
105
135
165
180
3.2.1.3.
Time Step
The model was run with a time step of 6 minutes. This time step was considered appropriate
in relation to model reliability, output sensitivity, computational speed and file size.
3.2.1.4.
Hydrology
MUSIC hydrology parameters used are summarised below in Table 7.
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Table 7:
MUSIC Rainfall-Runoff Parameters
Parameter
Site Land Use
Roofs
Roads
Lots
Land Use Area (ha)
5.40
5.338
5.90
Impervious Area Percentage
100
85
0
Rainfall Threshold (mm/day)
1
1
1
Soil Storage Capacity (mm)
200
200
200
Initial Storage (% of Capacity)
30
30
30
Field Capacity (mm)
170
170
170
Infiltration Capacity Coefficient – a
200
200
200
Infiltration Capacity Exponent – b
1
1
1
Initial Depth (mm)
10
10
10
Daily Recharge Rate (%)
25
25
25
Daily Baseflow Rate (%)
5
5
5
Daily Deep Seepage Rate (%)
0
0
0
Impervious Area Properties
Pervious Area Properties
Groundwater Properties
The nominated roof land use area above is based on 180 lots, being the initial lot count prior
to the reduction to 175 lots due to land take by Detention Basin No. 1, with each lot having an
impervious roof area of 300m2.
3.2.1.5.
Event Mean Concentrations
The MUSIC model requires pollutant generation parameters for baseflow and stormflow
conditions. Baseflow is derived from the groundwater store, which is recharged from the
pervious soil store. Stormflow is generally generated from the impervious area, and under
some conditions the pervious area as well.
The pollutant parameters for the adopted land use types were determined from the Using
MUSIC in Sydney’s Drinking Water Catchment, A Sydney Catchment Authority Standard
(Published by Sydney Catchment Authority, Penrith, December 2012), and are provided in Table
8.
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Table 8:
Adopted Land Use Baseflow and Stormflow Concentration Parameters
Total Suspended
Solids (TSS)
(log10 mg/L)
Total Phosphorus
(TP)
(log10 mg/L)
Mean
Std. Dev
Mean
Std. Dev
Mean
Std. Dev
Roof
n/a
n/a
n/a
n/a
n/a
n/a
Road
1.20
0.17
-0.85
0.19
0.11
0.12
Lot
1.20
0.17
-0.85
0.19
0.11
0.12
Roof
1.30
0.32
-0.89
0.25
0.30
0.19
Road
2.43
0.32
-0.30
0.25
0.34
0.19
Lot
2.15
0.32
-0.60
0.25
0.30
0.19
Land Use and
Flow Type
Total Nitrogen
(TN)
(log10 mg/L)
Baseflow
Stormflow
3.3. Flooding
Following the stormwater modelling process, and the inclusion of any required stormwater
detention measures and/or stormwater flow conveyance structures, proposed lots are
reviewed against localised 100 year ARI stormwater flow levels to confirm that there is sufficient
buildable area for a dwelling to be located at or above the flood planning level, which is the
100 year ARI flood level plus 500mm freeboard for residential development.
As stated in Section 1.8.3 this strategy has adopted the Council’s 1 in 100 year flood level of
R.L 10.30m AHD, consistent with Council’s DCP 2010 Part E.14 Averys Village, Heddon Greta.
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4. MODEL RESULTS
4.1. Stormwater Runoff Quantity
4.1.1. Probabilistic Rational Method
Summary of probabilistic rational method flow estimates are provided in Table 9, including a
comparison of PB reports PRM flowrates. Full calculations are provided in Appendix D.
Table 9:
Probabilistic rational method results
ARI
Catchment
PRM Estimate
PB PRM estimate
3
(m /s)
(m3/s)
North
0.442
0.51
South
1.48
1.48
North
0.68
n/a
South
2.28
n/a
North
1.04
n/a
South
3.49
n/a
North
1.34
1.53
South
4.48
4.39
North
1.73
1.97
South
5.79
5.66
North
2.18
n/a
South
7.30
n/a
North
2.64
2.91
South
8.82
8.35
(years)
1
2
5
10
20
50
100
From Table 9 it is considered that the PRM estimate is consistent with PB’s rezoning report’s
PRM estimate.
4.1.2. DRAINS Model Results
The DRAINS models for Catchment North and Catchment South were run for various design
storm durations to calibrate the model. The following three results summary tables are
provided below:
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
Table 10: Catchment North model calibration. Comparison of DRAINS-predicted peak
flowrates with probabilistic rational method peak flowrates for existing catchment
conditions.

Table 11: Catchment South model calibration. Comparison of DRAINS-predicted peak
flowrates with probabilistic rational method peak flowrates for existing catchment
conditions.
Table 10:
Model results of ‘existing’ state for Catchment North
ARI
Peak Flowrate
Peak Flowrate
(years)
(Existing State – Probabilistic
Rational Method)
(Existing State – DRAINS)
Percentage
Change
(m3/s)
(m3/s)
(m3/s)
1
0.442
0.44
0%
2
0.68
0.65
-4%
5
1.04
0.948
-9%
10
1.34
1.17
-13%
20
1.73
1.45
-16%
50
2.18
1.71
-22%
100
2.64
1.97
-25%
Table 11:
Model results of ‘existing’ state for Catchment South
ARI
Peak Flowrate
Peak Flowrate
(years)
(Existing State – Probabilistic
Rational Method)
(Existing State – DRAINS)
Percentage
Change
(m3/s)
(m3/s)
(m3/s)
1
1.48
1.64
+11%
2
2.28
2.46
+8%
5
3.49
3.67
+5%
10
4.48
4.38
-2%
20
5.79
5.47
-6%
50
7.30
6.58
-10%
100
8.82
7.69
-13%
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The flowrate comparisons in Table 10 and Table 11 demonstrate that the DRAINS models were
producing peak flowrate estimates that were similar to those estimated using probabilistic
rational method calculations for 1 to 100 year ARI storm events.
Table 12 below provides a comparison between the DRAINS modelled peak flowrates from
Catchment North and Catchment South to the PB’s rezoning report’s modelled peak flowrates,
both in the existing state.
Table 12:
ARI
Existing Peak Flowrates Comparison
Catchment
(years)
1
2
5
10
20
50
100
DRAINS
PB
Peak
Flowrate
Critical
Duration
Peak
Flowrate
Critical
Duration
(m3/s)
(hours)
(m3/s)
(hours)
North
0.44
9
0.27
9
South
1.64
9
0.75
9
North
0.65
9
n/a
South
2.46
9
n/a
North
0.948
9
n/a
South
3.67
9
n/a
North
1.17
6
1.1
9
South
4.38
9
3.4
9
North
1.45
6
1.4
9
South
5.47
6
4.5
9
North
1.71
6
n/a
South
6.58
6
n/a
North
1.97
6
2.1
6
South
7.69
6
6.5
9
From Table 12 it is considered that the DRAINS modelled peak flowrates for the existing state
are comparable with PB’s rezoning report’s existing state peak flowrates, taking into account
the PRM estimates. This validates the effectiveness of the parameters used in the hydrological
models in DRAINS.
Following effective calibration of the model and determination of the existing state peak
flowrates, the DRAINS models for Catchment North and Catchment South were run for various
design storm durations to determine peak flowrates following development of the site.
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The model-predicted flowrates for existing and developed state flowrates, with their
corresponding critical storm durations, are compared and summarised in Table 13 and Table
14. Full model results are included in Appendix E for the 1, 10 and 100 year ARI events.
Table 13:
ARI
DRAINS Peak Flow Results for Catchment North
Existing State
Developed State
% Change
(years)
Peak
Flowrate
(m3/s)
Critical Storm
Duration
(mins)
Peak
Flowrate
(m3/s)
Critical Storm
Duration
(mins)
1
0.44
540
1.05
90
+139%
2
0.65
540
1.48
90
+128%
5
0.948
540
2.12
25
+124%
10
1.17
360
2.47
25
+111%
20
1.45
360
2.94
25
+103%
50
1.71
360
3.20
25
+87%
100
1.97
360
3.62
25
+84%
Table 14:
ARI
DRAINS Peak Flow Results for Catchment South
Existing State
Developed State
% Change
(years)
Peak
Flowrate
(m3/s)
Critical Storm
Duration
(mins)
Peak
Flowrate
(m3/s)
Critical Storm
Duration
(mins)
1
1.65
540
1.73
540
+5%
2
2.46
540
2.59
540
+5%
5
3.67
540
3.88
540
+6%
10
4.38
540
4.64
540
+6%
20
5.47
360
5.69
540
+4%
50
6.58
360
6.71
360
+2%
100
7.69
360
7.87
360
+2%
Hydrographs for 100 year peak ARI events showing both existing and developed flowrates are
contained in Appendix F.
The model-predicted flowrates for the existing state and the developed state with detention,
including their corresponding critical storm durations, are compared and summarised in Table
15 and Table 16. Full model results are included in Appendix E.
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Table 15:
ARI
DRAINS Peak Flow Results with Detention for Catchment North
Existing State
(years)
Developed State
with Detention
% Change
Peak
Flowrate
(m3/s)
Critical Storm
Duration
(mins)
Peak
Flowrate
(m3/s)
Critical Storm
Duration
(mins)
1
0.44
540
0.469
540
+6%
2
0.65
540
0.743
270
+14%
5
0.948
540
0.993
120
+5%
10
1.17
360
1.16
120
-1%
20
1.45
360
1.37
120
-6%
50
1.71
360
1.60
120
-6%
100
1.97
360
1.97
120
0%
Table 16:
ARI
DRAINS Peak Flow Results with Detention for Catchment South
Existing State
(years)
Developed State
with Detention
% Change
Peak
Flowrate
(m3/s)
Critical Storm
Duration
(mins)
Peak
Flowrate
(m3/s)
Critical Storm
Duration
(mins)
1
1.65
540
1.61
90
-2%
2
2.46
540
2.38
540
-3%
5
3.67
540
3.66
540
0%
10
4.38
540
4.39
540
0%
20
5.47
360
5.42
540
-1%
50
6.58
360
6.41
540
-3%
100
7.69
360
7.39
540
-4%
The DRAINS output spreadsheets for the 1 year, 10 year and 100 year ARIs for all states are
shown in Appendix E.
In Catchment North the minor event peak flowrates for the developed state with detention are
marginally higher than the existing state flowrates and are considered negligible. Furthermore,
with the provision of rainwater tanks, as required by BASIX, the higher flowrates will be further
reduced and the resulting flowrate difference would be minimal.
The modelled detention volumes required for each basin are shown below in Table 17.
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Table 17:
Detention Volume
Detention Basin
Detention Volume
No.
(m3)
1 (Catchment North)
2009
2 (Catchment South)
5401
4.1.3. DRAINS Modelled Detention Basin Outlet Controls
Outflows from Detention Basin No. 1 have been designed so that all ARI events up to and
including the 20 year ARI storm event are controlled and conveyed through an outflow pipe
system. The outflow pipe system will restrict the flow and water will be detained in the detention
basin. For ARI’s greater than 20 years, flows are to be controlled and conveyed through the
outflow pipe system and the designed spillway.
Outflows from Detention Basin No. 2 have been designed so that all ARI events are controlled
and conveyed through the minor flow pipe and over the proposed weir. The proposed weir is
to be constructed along the downstream edge of the existing pond’s water surface. The
majority of the detention is provided by the proposed extension of Averys Lane carriageway,
providing a downstream embankment, with a modelled outlet control culvert to restrict peak
flows. The detention basin has been modelled so that all stormwater events up to and including
the 100 year ARI event do not spill across the Averys Lane road system.
Table 18 shows a summary of the parameters and proposed outlet controls for each basin
used in the DRAINS model.
Table 18:
Summary of Basin and Outlet Structures
Basin
Parameter
Description
1
Basin Invert
R.L 12.00
Top Water Level
R.L 13.50
Top Of Bank
R.L 14.00
Outlet Pipe Size
DN600 RCP
Outlet Pipe Invert Level
R.L 12.00
Spillway Length
7.0m
Spillway Invert Level
R.L 13.40
Existing Pond Permanent Water Level
R.L 8.20
Existing Pond Top of downstream Weir
R.L 8.70
Detention area modelled Top Water Level
R.L 9.66
Minor flow outlet pipe under Weir
DN300mm RCP
Minor flow outlet pipe Invert Level
R.L 8.20
Outlet Control culvert under Averys Lane
2 x DN1350mm RCP
Outlet Control culvert Invert Level
R.L 8.00
Outlet Control culvert spillway level (min road level)
R.L 10.50
2
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The flowrates and maximum heights over the spillway were determined for Detention Basin No.
1 and are shown in Table 19.
Table 19:
Flowrate and Depth over Spillway - Detention Basin No. 1
Maximum Flow Depth
over Spillway
(m)
v.d product
(years)
Peak Flowrate over
Spillway
(m3/s)
20
0
0
0
50
0.02
0.01
0.003
100
0.38
0.10
0.05
ARI
Drawings showing the basin layouts within the proposed development are included in Figure
6 and Figure 7.
4.1.4. Stormwater Flow Conveyance Structures
The proposed development requires a culvert structure, Culvert No 1, to convey overland
stormwater flow from the South Western portion of Catchment South under the proposed
system to proposed Detention Basin No. 2. Detention Basin No. 2 requires a culvert structure
under the extension of the Averys Lane carriageway, Culvert No. 2, to act as an outlet control
and to convey the controlled discharge ultimately to the Wallis Creek flood storage plain via
the existing watercourse. Both culvert structures were modelled in the DRAINS developed
state model to provide a sizing requirement for the conveyance of the 100 year ARI storm event
without overtopping of the proposed access roads. Table 20 summarises the details of the
proposed culverts.
Table 20:
Summary of culvert parameters
Culvert No.
1
2
Parameter
Description
100 year ARI Peak Flow
6.80 m3/s
Piped Culvert size
Twin DN1350mm RCP
Culvert length
24.4m
Inlet Headwall Invert Level
R.L 11.00
Outlet headwall Invert Level
R.L 10.88
Pipe Slope
0.5%
Inlet Headwall Head Height
R.L 12.61
Road Level
R.L 13.00
100 year ARI Peak Flow
7.40 m3/s
Piped Culvert size
Twin DN1350mm RCP
Culvert length
40.0m
Inlet Headwall Invert Level
R.L 8.00
Outlet headwall Invert Level
R.L 7.80
Pipe Slope
0.5%
Inlet Headwall Head Height
R.L 9.65
Road Level
R.L 10.50
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4.2. Stormwater Runoff Quality
4.2.1. MUSIC Results – Post Development Land Use (No Treatment)
The modelled average annual pollutant loads leaving the site in its post development land use,
without any treatment measures, is shown in Table 21. Pollutant load estimates are provided
for total suspended solids (TSS), total phosphorus (TP) and total nitrogen (TN). Figure 8 shows
the node layout used in the MUSIC modelling.
Table 21:
MUSIC Model Results for the Site’s Post Development Land Use (No
Treatment)
Land Use
Average Annual Pollutant Load (kg/yr)
Post Development
Total Suspended
Solids (TSS)
Total Phosphorus
(TP)
Total Nitrogen
(TN)
11900
24
156
Standard engineering practice is to ensure that runoff from the proposed new impervious areas
of the development is treated to meet the established criteria previously documented in Table
5, and this is the basis for evaluation of the treatment train effectiveness as documented below.
4.2.2. MUSIC Results – Post Development Land Use (with Treatment)
The MUSIC model results for the post development land use, with treatment measures, is
documented below, enabling the evaluation of the treatment train effectiveness.
4.2.2.1.
Treatment Devices
Treatment devices modelled in MUSIC for the treatment of runoff from the developments
impervious surface areas include:

Rainwater Tanks

Gross Pollutant Traps (GPTs)

Existing Pond
4.2.2.1.1.
Rainwater Tanks
The rainwater tank node was included immediately following the roof area node, using the
default rainwater tank treatment node within MUSIC. Rainwater tanks for all proposed lots
within each catchment were modelled as one MUSIC treatment node.
Rainwater tank treatment node data included:

Stored water would be utilised by internal reuse on each lot. (SCA Table 5.3)

Rainwater tank volume is 3kL per lot.

Daily usage demand of 0.845kL/day per lot. (SCA Table 5.3)
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4.2.2.1.2.
Gross Pollutant Traps
The GPT node was included immediately upstream of the Catchment North Outlet and
immediately upstream of the existing pond in Catchment South. A CDS GPT node was
obtained from the CDS website and utilised in the MUSIC Modelling, which is consistent with
the SCA’s generic GPT which is based on a CDS GPT.
4.2.2.1.3.
Existing Pond
The existing pond within Catchment South was included in the MUSIC model using the default
pond treatment node within MUSIC.
4.2.2.2.
Modelling Results
The modelled average annual pollutant loads leaving the site in its post development land use,
utilising treatment measures, is shown in Table 22. Pollutant load estimates are provided for
total suspended solids (TSS), total phosphorus (TP) and total nitrogen (TN). Figure 8 shows
the node layout used in the MUSIC modelling.
Table 22:
MUSIC Model Results for the Site’s Post Development Land Use (with
Treatment)
Land Use
Average Annual Pollutant Load (kg/yr)
Total Suspended
Solids (TSS)
Total Phosphorus
(TP)
Total Nitrogen
(TN)
1850
8.01
74.4
Post Development
The results above show that the pollutant export for the post development land use, for the
entire site, with treatment measures is significantly lower than the post development land use
with no treatment measures.
The treatment train effectiveness, expressed as a percentage reduction in post development
land use pollutant loads generated by the modelled sources, is summarised in Table 23.
Table 23:
MUSIC Model Treatment Train Effectiveness Results
Pollutant
Export Value
Treatment Train
Effectiveness
Post Development
Post Development
with treatment
measures
11900
1850
84.5%
TP (kg/yr)
24
8.01
66.6%
TN (kg/yr)
156
74.4
52.3%
TSS (kg/yr)
The treatment train effectiveness results above indicate that the pollutant reduction
performance in in accordance with the requirements of the Australian Runoff Quality pollutant
removal criteria.
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4.3. Flooding
Following the stormwater modelling process, and the inclusion of any required stormwater
detention measures and/or stormwater flow conveyance structures, proposed lots are
reviewed against localised 100 year ARI stormwater flow levels to confirm that there is sufficient
buildable area for a dwelling to be located at or above the flood planning level, which is the
100 year ARI flood level plus 500mm freeboard for residential development.
Proposed Culvert No. 1 immediately upstream of Detention Basin No. 2 has a headwater level
of R.L 12.61, and the proposed road over Culvert No. 1 has a preliminary level of R.L 13.0. It
is considered a conservative approach to require proposed lots in the immediate vicinity of the
culvert to have dwelling FFL’s of minimum R.L 13.11.
Proposed Culvert No. 2, providing the outlet control for Detention Basin No. 2, has a headwater
level of R.L 9.65, and the proposed road over Culvert No. 2 has a preliminary level of R.L 10.50.
The Wallis Creek flood storage plain has a 100 year ARI flood level of R.L 10.3m AHD. Therefore
all proposed lots are to have a dwelling FFL of minimum R.L 10.80m AHD.
The culvert designs should be reviewed in the CC phase to ensure that the road design for the
proposed roads and the culvert designs are compatible, including required blockage factors
in accordance with AR&R.
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5. SOIL
AND
WATER
CONSTRUCTION
MANAGEMENT
DURING
Soil and water management devices to minimise land disturbance during the subdivision
construction phase are to be provided in accordance with the publication Managing Urban
Stormwater: Soils and Construction (Landcom, 2004).
A detailed erosion and sedimentation control plan is to be undertaken during the detailed
design stage of the proposed development. The erosion and sedimentation control plan
should generally contain the following range of management practices for effective soil and
water management during a land disturbance phase:

Minimise the area of soil disturbed and exposed to erosion by phasing works so that
land disturbance is confined to minimum areas.

Erect barrier fencing to minimise disturbance by preventing vehicular and pedestrian
access to restricted areas.

Limit access for plant etc. to current construction area to limit amount of disturbed area.

Conserve topsoil for site rehabilitation/revegetation when site works are complete.

Installation of sediment filters, such as silt fences, straw bales, or turf strips downstream
of disturbed areas.

Control water flow from the top of, and through the development area. In particular,
divert upslope runoff around works and limit slope length to 80 metres on disturbed
lands if rainfall is expected.

Where appropriate, reduce the effects of wind erosion by controlling on-site traffic
movement and watering bare soil areas.

Provision of shaker humps / pads near construction entry and exit locations to remove
excess soil materials from vehicle tyres and underbodies.

Rehabilitate disturbed lands quickly.

Ensure that all erosion and sediment control measures are kept in a properly
functioning condition until all site disturbance works are completed and the site is
rehabilitated.
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6. SUMMARY AND CONCLUSIONS
At Source Management
Although a BASIX’s requirements review is not a specific requirement of this stormwater
management strategy, it is anticipated that BASIX’s requirements would require all individual
dwellings to provide rainwater tanks for re-use in conjunction with other BASIX’s requirements.
On this basis, rainwater tanks were modelled for water quality improvement, and it is
considered that the installation of rainwater tanks on each lot provides at-source stormwater
management benefits.
Stormwater Flow Management (stormwater runoff quantity and quality)
The strategy for management of stormwater runoff from the development is depicted on Figure
5, and comprises:

Rainwater tanks to collect runoff from individual allotment roofs for re-use.

Capture of stormwater from lot and road reserve areas by a conventional pit and
pipe drainage network located in the street or in interallotment drainage
easements where required.

Conveyance of captured stormwater within the drainage pipe network to gross
pollutant traps (GPT’s) for primary treatment prior to discharge into the proposed
detention basin (and existing pond – Catchment South).

The detention basins will provide attenuation of developed stormwater flowrates
to existing flowrate conditions.

The existing pond will provide secondary/tertiary treatment and polishing of the
stormwater runoff from Catchment South prior to discharge downstream.

Discharge from the catchment outlets will be conveyed over land within the
existing watercourses to the Wallis Creek flood storage plain.
The proposed stormwater management measures will be located within drainage reserves and
dedicated to Council consistent with other developments within the Cessnock LGA.
MUSIC modelling has demonstrated that the proposed treatment devices will treat developed
stormwater runoff to meet requirements outlined in ARQ, and on this basis it is considered that
no further water quality controls will be required within the proposed subdivision development.
Following the MUSIC modelling, the detention modelling determined that provision of the
proposed Detention Basin No. 1 would require a land take in the North East corner of the site,
resulting in a reduction to the proposed 175 developable lots. It is considered that the loss of
these lots will have a negligible impact on the MUSIC results as the land area is replaced with
a grassed basin.
As illustrated by Figure 5, there is sufficient area within the developments footprint to provide
stormwater drainage management measures to negate the impact of the proposed
development.
14034 Buchanan DA Stormwater Drainage Strategy r1 |23
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Flooding
This strategy has adopted the Council’s 1 in 100 year flood level of R.L 10.30m AHD, consistent
with Council’s DCP 2010 Part E.14 Averys Village, Heddon Greta, for the Wallis Creek flood
storage plain.
From review of the Wallis Creek flood storage plain 100 year ARI flood level of R.L 10.30m AHD,
it is considered that all lots have sufficient buildable area for a dwelling to be located at or
above the flood planning level, which is the 100 year ARI flood level plus 500mm freeboard for
residential development.
Proposed Culvert No. 1 immediately upstream of Detention Basin No. 2 has a headwater level
of R.L 12.61, and the proposed road over Culvert No. 1 has a preliminary level of R.L 13.0. It
is considered a conservative approach to require proposed lots in the immediate vicinity of this
culvert to have dwelling FFL’s of minimum R.L 13.11.
The culvert designs should be reviewed in the CC phase to ensure that the road design for the
proposed roads and the culvert designs are compatible, including required blockage factors
in accordance with AR&R.
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7. REFERENCES

Wallis, Swamp and Fishery Creeks Flood Study, dated August 2011, prepared by
Worley Parsons.

Averys Lane Rezoning, Flooding and Stormwater Management, October 2007,
prepared by Parsons Brinckerhoff.

Cessnock City Council, Engineering Requirements for Development.

Cessnock City Council, DCP 2010 Part E.14 Averys Village, Heddon Greta.

Australian Rainfall and Runoff, Institution of Engineers, Australia, 1987.

Australian Runoff Quality, Engineers Australia, 2006.

Using MUSIC in Sydney’s Drinking Water Catchment, A Sydney Catchment Authority
Standard, Sydney Catchment Authority, Penrith, December 2012.

The Constructed Wetlands Manual, DLWC, 1998.
14034 Buchanan DA Stormwater Drainage Strategy r1 |25
FIGURES
Lot 5
DP 1082569
0
50
100
200
1:10000
Client:
Buchanan Ridge
Project: Stormwater Drainage Strategy
Location: Averys Lane Buchanan
LOCALITY PLAN
FIGURE 1
Client:
Buchanan Ridge
Project: Stormwater Drainage Strategy
Location: Averys Lane Buchanan
MUSIC NODE LAYOUT
FIGURE 8
Appendix A
Indicative Lot Layout (supplied by Buchanan Ridge)
Appendix B
Planning Proposal, “Averys Village”, Averys Lane,
Heddon Greta, 18/2006/3, 30 May 2012, Figure 4
(PPEE2/2012), Cessnock City Council
Planning Proposal –Averys Village
29 of 42
Appendix C
DRAINS Data Spreadsheets
Undeveloped Catchments
DRAINS Data Spreadsheet ‐ Catchment North ‐ Undeveloped Catchment
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Volume
(cu.m)
Pressure
Change
Coeff. Ku
Surface
Elev (m)
Max Pond
Depth (m)
Nth
Nth Outlet
Node
Node
DETENTION BASIN DETAILS
Name
Elev
Surf. Area
Not Used
Outlet Type
Total
Area
Impervious
Area
Avg
Slope(%)
Nth
Pit or
Node
Nth
PIPE DETAILS
Name
From
To
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Type
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
OVERFLOW ROUTE DETAILS
Name
From
To
Length
(m)
Spill
Level
(m)
Crest
Length
(m)
OF Nth
Nth
Nth Outlet
SUB‐CATCHMENT DETAILS
Name
Base
Inflow
(cu.m/s)
9
8.9
16.113
0
1
K Blocking
Factor
x
0
0
Dia(mm)
Centre RL
Mannings
Time lag
n
(mins)
2.6
0.06
Rainfall
Multiplier
384.028
584.722
Bolt‐down
lid
id
‐236.806
‐245.139
Part Full
Shock Loss
2
3
Pit Type
x
y
HED
Crest RL
Crest Length(m)
Dia
(mm)
I.D.
(mm)
Rough
Pipe Is
No. Pipes
Chg From
At Chg
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
etc
etc
D/S IL
(m)
Slope
(%)
Base Width
(m)
L.B. Slope
(1:?)
R.B. Slope
(1:?)
Manning
n
Depth
(m)
Roofed
Weir
Coeff. C
Cross
Section
0
Pit Family
y
Hydrological
Model
1 Kurri Kurri RAFTS
Safe Depth
SafeDepth
Major Storms
Minor Storms
(m)
(m)
0.25
Grassed Depression 30m w
Safe
Bed
DxV
Slope
(sq.m/sec)
(%)
0.25
0.6
D/S Area
Contributing
%
50
id
0
8
DRAINS Data Spreadsheet ‐ Catchment South ‐ Undeveloped Catchment
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Volume
(cu.m)
Pressure
Change
Coeff. Ku
Surface
Elev (m)
Max Pond
Depth (m)
Sth A
Sth B
Sth Outlet
Node
Node
Node
DETENTION BASIN DETAILS
Name
Elev
Surf. Area
Not Used
Outlet Type
Total
Area
Impervious
Area
Avg
Slope(%)
Cat Sth A
Sth B
Pit or
Node
Sth A
Sth B
PIPE DETAILS
Name
From
To
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Type
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
OVERFLOW ROUTE DETAILS
Name
From
To
Length
(m)
Spill
Level
(m)
Crest
Length
(m)
OF Sth A
OF Sth B
Sth A
Sth B
Sth B
Sth Outlet
SUB‐CATCHMENT DETAILS
Name
Base
Inflow
(cu.m/s)
17
7
6.5
36.512
35.284
0
0
670
1
K Blocking
Factor
x
0
0
0
Dia(mm)
Centre RL
Mannings
Time lag
n
(mins)
2.44
0.06
2.9
0.06
Rainfall
Multiplier
136.111
384.028
584.722
Bolt‐down
lid
id
‐229.167
‐236.806
‐245.139
Part Full
Shock Loss
1
2
3
Pit Type
x
y
HED
Crest RL
Crest Length(m)
Dia
(mm)
I.D.
(mm)
Rough
Pipe Is
No. Pipes
Chg From
At Chg
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
etc
etc
D/S IL
(m)
Slope
(%)
Base Width
(m)
L.B. Slope
(1:?)
R.B. Slope
(1:?)
Manning
n
Depth
(m)
Roofed
Weir
Coeff. C
Cross
Section
0
0
Pit Family
y
Hydrological
Model
1 Kurri Kurri RAFTS
1 Kurri Kurri RAFTS
Safe Depth
SafeDepth
Major Storms
Minor Storms
(m)
(m)
0.25
Grassed Depression 30m w
0.25
Grassed Depression 30m w
Safe
Bed
DxV
Slope
(sq.m/sec)
(%)
0.25
0.6
0.25
0.6
D/S Area
Contributing
%
1.5
50
id
0
0
7
8
Developed Catchments
DRAINS Data Spreadsheet ‐ Catchment North ‐ Developed Catchment
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Volume
(cu.m)
Pressure
Change
Coeff. Ku
Surface
Elev (m)
Max Pond
Depth (m)
Nth intern
Nth Extern
Nth Outlet
N DummyOut
Node
Node
Node
Node
DETENTION BASIN DETAILS
Name
Elev
Surf. Area
Not Used
Outlet Type
Total
Area
Impervious
Area
Avg
Slope(%)
Nth internal
Nth external
Pit or
Node
Nth intern
Nth Extern
PIPE DETAILS
Name
From
To
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Type
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
OVERFLOW ROUTE DETAILS
Name
From
To
Length
(m)
Spill
Level
(m)
Crest
Length
(m)
OF Nth
OF Nth Extern
OF Nth Outlet
Nth intern
Nth Extern
Nth Outlet
Nth Outlet
Nth Outlet
N DummyOut
SUB‐CATCHMENT DETAILS
Name
Base
Inflow
(cu.m/s)
12
12
8.9
8.8
6.548
7.159
65
0
1
1
1
K Blocking
Factor
x
0
0
0
0
Dia(mm)
Centre RL
Mannings
Time lag
n
(mins)
1.8
0.031
2.3
0.06
Rainfall
Multiplier
384.028
436.111
584.722
731.944
Bolt‐down
lid
id
‐236.806
‐134.028
‐245.139
‐249.306
Part Full
Shock Loss
2
3164
3
3168
Pit Type
x
y
HED
Crest RL
Crest Length(m)
Dia
(mm)
I.D.
(mm)
Rough
Pipe Is
No. Pipes
Chg From
At Chg
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
etc
etc
D/S IL
(m)
Slope
(%)
Base Width
(m)
L.B. Slope
(1:?)
R.B. Slope
(1:?)
Manning
n
Depth
(m)
Roofed
Weir
Coeff. C
Cross
Section
0
0
Pit Family
y
Hydrological
Model
1 Kurri Kurri RAFTS
1 Kurri Kurri RAFTS
Safe Depth
SafeDepth
Major Storms
Minor Storms
(m)
(m)
Grassed Depression 30m w
0.25
0.25
Grassed Depression 30m w
0.25
Grassed Depression 30m w
Safe
Bed
DxV
Slope
(sq.m/sec)
(%)
0.25
0.6
0.25
0.6
0.25
0.6
D/S Area
Contributing
%
100
100
10
id
0
0
0
8
3166
3170
DRAINS Data Spreadsheet ‐ Catchment South ‐ Developed Catchment
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Volume
(cu.m)
Pressure
Change
Coeff. Ku
Sth A
HW1
Sth B Outlet
HW2
Sth C Outlet
Sth Outlet
Node
Headwall
Node
Headwall
Node
Node
DETENTION BASIN DETAILS
Name
Elev
Surf. Area
Not Used
Outlet Type
Total
Area
Impervious
Area
Avg
Slope(%)
Cat Sth A
Cat Sth B
Cat Sth C
Pit or
Node
Sth A
HW1
HW2
PIPE DETAILS
Name
From
To
Pipe Culvert 1
Pipe Culvert 2
HW1
HW2
Sth B Outlet
Sth C Outlet
SUB‐CATCHMENT DETAILS
Name
Surface
Elev (m)
0.5
36.512
26.41
11.282
0
0
58
Length
(m)
Centre RL
Mannings
Time lag
n
(mins)
2.44
0.06
2.26
0.06
2.7
0.034
Rainfall
Multiplier
24
40
D/S IL
(m)
11
8
Slope
(%)
10.88
7.8
Blocking
Factor
x
0
0
0
0
0
0
Dia(mm)
U/S IL
(m)
Base
Inflow
(cu.m/s)
17
13
10.88
10.5
7.5
6.5
0.5
K Max Pond
Depth (m)
0
0
0
Pit Family
y
136.111
274.315
330.578
383.224
544.779
641.229
HED
Crest RL
Crest Length(m)
I.D.
(mm)
Rough
Pipe Is
No. Pipes
Chg From
At Chg
Hydrological
Model
1 Kurri Kurri RAFTS
1 Kurri Kurri RAFTS
1 Kurri Kurri RAFTS
Type
Dia
(mm)
0.5 Concrete, under roads, 0.5
0.5 Concrete, under roads, 0.5
1350
1350
1370
1370
0.011 NewFixed
0.011 NewFixed
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
etc
etc
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Base Width
(m)
L.B. Slope
(1:?)
R.B. Slope
(1:?)
OVERFLOW ROUTE DETAILS
Name
From
To
Length
(m)
Spill
Level
(m)
Crest
Length
(m)
Weir
Coeff. C
Cross
Section
OF Sth A
OF Culvert 1
OF Sth B
OF Culvert 2
OF Sth C
Sth A
HW1
Sth B Outlet
HW2
Sth C Outlet
HW1
Sth B Outlet
HW2
Sth C Outlet
Sth Outlet
10.5
20
1
2653
2833
2837
1789
3
y
Height of Service
(m)
20
‐229.167
‐233.726
‐235.735
‐238.548
‐243.773
‐245.38
Part Full
Shock Loss
x
Bottom
Elev (m)
13
id
Pit Type
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
(m)
408
20
210
20
5
Bolt‐down
lid
Safe Depth
SafeDepth
Major Storms
Minor Storms
(m)
(m)
0.25
Grassed Depression 30m w
1.7 Overflow across road low 0.05
Grassed Dummy Channel 1
1
1.7 Overflow across road low 0.05
1
Grassed Dummy Channel 1
0.25
0
1
0
1
Manning
n
Safe
Bed
DxV
Slope
(sq.m/sec)
(%)
0.6
0.6
1
0.6
1
2 HW1
2 HW2
Depth
(m)
Roofed
D/S Area
Contributing
%
1.4
1
1.37
1
20
0
0
id
0
0
0
0
0
7
2658
2845
1802
8
Developed Catchments with Detention
DRAINS Data Spreadsheet ‐ Catchment North ‐ Developed Catchment with Detention
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Volume
(cu.m)
Nth bypass
Node
Nth Extern
Node
Nth Outlet
Node
N DummyOut
Node
DETENTION BASIN DETAILS
Name
Nth Basin
SUB‐CATCHMENT DETAILS
Name
Elev
Surf. Area
12
13.5
14
Not Used
Total
Area
Impervious
Area
Nth internal bypass
Nth external
Nth internal basin
PIPE DETAILS
Name
From
To
Basin Pipe
Nth Basin
Nth Outlet
0.186
7.159
6.361
Avg
Slope(%)
85
0
61
Length
(m)
K Max Pond
Depth (m)
Base
Inflow
(cu.m/s)
Dia(mm)
Blocking
Factor
x
0
0
0
0
Centre RL
Pit Family
Pit Type
x
12
Slope
(%)
8.9
Rainfall
Multiplier
0
0
0
Type
Dia
(mm)
6.89 Concrete, under roads, 1%
I.D.
(mm)
600
Rough
600
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
etc
etc
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Base Width
(m)
L.B. Slope
(1:?)
R.B. Slope
(1:?)
OVERFLOW ROUTE DETAILS
Name
From
To
Length
(m)
Spill
Level
(m)
Crest
Length
(m)
Weir
Coeff. C
Cross
Section
OF Nth bypass
OF Nth Extern
OF Nth Basin
OF Nth Outlet
Nth bypass
Nth Extern
Nth Basin
Nth Outlet
Nth Outlet
Nth Outlet
Nth Outlet
N DummyOut
Safe Depth
SafeDepth
Major Storms
Minor Storms
(m)
(m)
Overflow across road low 0.05
Grassed Depression 30m w
0.25
1.7 Overflow across road low 0.05
Grassed Depression 30m w
0.25
0
0.25
0
0.25
No. Pipes
0.011 NewFixed
Height of Service
(m)
7
Part Full
Shock Loss
2
3164
3
3168
HED
‐348.611 No
Pipe Is
Bottom
Elev (m)
13.4
id
Crest RL
Crest Length(m)
Chg From
At Chg
Hydrological
Model
1 Kurri Kurri RAFTS
1 Kurri Kurri RAFTS
1 Kurri Kurri RAFTS
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
(m)
1
1
25
1
Bolt‐down
lid
‐236.806
‐134.028
‐245.139
‐249.306
y
432.639
Mannings
Time lag
n
(mins)
1.8
0.022
2.3
0.06
1.8
0.033
D/S IL
(m)
y
384.028
436.111
584.722
731.944
0.5
U/S IL
(m)
45
Surface
Elev (m)
12
12
8.9
8.8
Outlet Type
Culvert
748
2037
2394
Pit or
Node
Nth bypass
Nth Extern
Nth Basin
Pressure
Change
Coeff. Ku
Manning
n
Safe
Bed
DxV
Slope
(sq.m/sec)
(%)
0.6
0.6
0.6
0.6
1 Nth Basin
Depth
(m)
Roofed
D/S Area
Contributing
%
100
100
5
10
0
id
0
0
0
0
8
3166
4716
3170
DRAINS Data Spreadsheet ‐ Catchment South ‐ Developed Catchment with Detention
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Volume
(cu.m)
Sth A
Node
HW1
Headwall
Sth B Outlet
Node
Extg Dam Outlet
Node
HW2
Headwall
Sth C Outlet
Node
Sth Outlet
Node
DETENTION BASIN DETAILS
Name
Extg Dam
SUB‐CATCHMENT DETAILS
Name
Elev
Surf. Area
8.2
9.7
Not Used
Total
Area
Impervious
Area
Cat Sth A
Cat Sth B
Cat Sth C
PIPE DETAILS
Name
From
To
Pipe Culvert 1
Pipe Basin Low Flow
Pipe Culvert 2
HW1
Extg Dam
HW2
Sth B Outlet
Extg Dam Outle
Sth C Outlet
36.512
26.41
11.282
Avg
Slope(%)
0
0
58
Length
(m)
K Max Pond
Depth (m)
Base
Inflow
(cu.m/s)
17
13
10.88
8.1
10.5
7.5
6.5
0.5
Dia(mm)
Blocking
Factor
x
0
0
0
0
0
0
0
Centre RL
Pit Family
y
136.111
274.315
330.578
427.23
480.813
544.779
641.229
Pit Type
x
0.5
D/S IL
(m)
11
8.2
8
Slope
(%)
10.88
8.1
7.8
Rainfall
Multiplier
0
0
0
Type
Dia
(mm)
0.5 Concrete, under roads, 0.5
1 Concrete, not under roads
0.5 Concrete, under roads, 0.5
I.D.
(mm)
1350
300
1350
Rough
1370
300
1370
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
etc
etc
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Base Width
(m)
L.B. Slope
(1:?)
R.B. Slope
(1:?)
OVERFLOW ROUTE DETAILS
Name
From
To
Length
(m)
Spill
Level
(m)
Crest
Length
(m)
Weir
Coeff. C
Cross
Section
OF Sth A
OF Culvert 1
OF Sth B
OF Extg Dam Spillway
OF Extg Dam
OF Culvert 2
OF Sth C
Sth A
HW1
HW1
Sth B Outlet
Sth B Outlet Extg Dam
Extg Dam
Extg Dam Outle
Extg Dam OutleHW2
HW2
Sth C Outlet
Sth C Outlet
Sth Outlet
8.7
4
10.5
20
Safe Depth
SafeDepth
Major Storms
Minor Storms
(m)
(m)
0.25
Grassed Depression 30m w
1.7 Overflow across road low 0.05
1
Grassed Dummy Channel 1
1.7 Overflow across road low 0.05
Grassed Dummy Channel 1
1
1.7 Overflow across road low 0.05
1
Grassed Dummy Channel 1
0.25
0
1
0
1
0
1
No. Pipes
0.011 NewFixed
0.011 NewFixed
0.011 NewFixed
Height of Service
(m)
20
Part Full
Shock Loss
1
2653
2833
19845
2837
1789
3
HED
‐237.733 No
Pipe Is
Bottom
Elev (m)
13
id
Crest RL
Crest Length(m)
Chg From
At Chg
Hydrological
Model
1 Kurri Kurri RAFTS
1 Kurri Kurri RAFTS
1 Kurri Kurri RAFTS
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
(m)
408
20
88
10
10
20
5
Bolt‐down
lid
‐229.167
‐233.726
‐235.735
‐238.85
‐242.031
‐243.773
‐245.38
y
381.46
Mannings
Time lag
n
(mins)
2.44
0.06
2.26
0.06
2.7
0.034
U/S IL
(m)
24
10
40
Surface
Elev (m)
0.5
Outlet Type
Culvert
2881
4662
Pit or
Node
Sth A
HW1
HW2
Pressure
Change
Coeff. Ku
Manning
n
Safe
Bed
DxV
Slope
(sq.m/sec)
(%)
0.6
0.6
1
0.6
1
0.6
1
2 HW1
1 Extg Dam
2 HW2
Depth
(m)
Roofed
D/S Area
Contributing
%
1.4
1
2.5
1
1
1
20
0
0
0
id
0
0
0
0
0
0
0
7
2658
2845
19832
19847
1802
8
Appendix D
PRM Calculations
Proposed Residential Subdivision - Averys Lane Buchanan
Project No.
14034
Date:
9/12/14
CA
FLOW
ha
m3/s
Probabilistic Rational Method Hydrologic Calculations
ARI
C10
1
0.40
10
I1 = 43.90 mm/h
Min tc
5
mins
Location: Kurri Kurri
Catchment
Total Area
ha
Subcatchment Data
Imperv.
L
S
%
m
m/m
n
-
Runoff Coefficient
FFy
C
CA
ha
Subcatchment tc
Bransby.W Regional Kinematic
Min.
Min.
Min.
tc
adopt
L
m
690
DS Channel Data
S
v
t
m/m
m/s Min.
TIME OF CONC.
u/s
this Catchment
Min.
Min.
RAINFALL
INTENSITY
mm/hr
Kinematic Wave Method
South A
36.516
0.0%
0.62
0.248
9.1
31.1
31.1
South B
35.284
0.0%
0.62
0.248
8.8
30.7
30.7
North
16.113
0.0%
0.62
0.248
4.0
22.8
22.8
ARI
FFy
FFy
1
0.62
0.80
20
1.12
1.05
50
1.20
1.15
100
1.30
1.20
Rural:
Urban:
2
0.74
0.85
5
0.88
0.95
10
1.00
1.00
Zone B <500m
Intensities for FFY
I12,50
13.70
I12,2
6.36
1.5
7.7
38.8
31.1
33.8
9.06
38.8
30.0
17.81
0.851
1.484
22.8
39.8
4.00
0.442
Proposed Residential Subdivision - Averys Lane Buchanan
Project No.
14034
Date:
9/12/14
RAINFALL
INTENSITY
mm/hr
CA
FLOW
ha
m3/s
31.1
43.6
10.81
38.8
38.6
21.25
1.309
2.281
22.8
51.3
4.77
0.680
Probabilistic Rational Method Hydrologic Calculations
ARI
C10
2
0.40
10
I1 = 43.90 mm/h
Min tc
5
mins
Location: Kurri Kurri
Catchment
Total Area
ha
Subcatchment Data
Imperv.
L
S
%
m
m/m
n
-
Runoff Coefficient
FFy
C
CA
ha
Subcatchment tc
Bransby.W Regional Kinematic
Min.
Min.
Min.
tc
adopt
L
m
690
DS Channel Data
S
v
t
m/m
m/s Min.
TIME OF CONC.
u/s
this Catchment
Min.
Min.
Kinematic Wave Method
South A
36.516
0.0%
0.74
0.296
10.8
31.1
31.1
South B
35.284
0.0%
0.74
0.296
10.4
30.7
30.7
North
16.113
0.0%
0.74
0.296
4.8
22.8
22.8
ARI
FFy
FFy
1
0.62
0.80
20
1.12
1.05
50
1.20
1.15
100
1.30
1.20
Rural:
Urban:
2
0.74
0.85
5
0.88
0.95
10
1.00
1.00
Zone B <500m
Intensities for FFY
I12,50
13.70
I12,2
6.36
1.5
7.7
38.8
Proposed Residential Subdivision - Averys Lane Buchanan
Project No.
14034
Date:
9/12/14
RAINFALL
INTENSITY
mm/hr
CA
FLOW
ha
m3/s
31.1
56.0
12.85
38.8
49.6
25.27
2.003
3.488
22.8
66.1
5.67
1.042
Probabilistic Rational Method Hydrologic Calculations
ARI
C10
5
0.40
10
I1 = 43.90 mm/h
Min tc
5
mins
Location: Kurri Kurri
Catchment
Total Area
ha
Subcatchment Data
Imperv.
L
S
%
m
m/m
n
-
Runoff Coefficient
FFy
C
CA
ha
Subcatchment tc
Bransby.W Regional Kinematic
Min.
Min.
Min.
tc
adopt
L
m
690
DS Channel Data
S
v
t
m/m
m/s Min.
TIME OF CONC.
u/s
this Catchment
Min.
Min.
Kinematic Wave Method
South A
36.516
0.0%
0.88
0.352
12.9
31.1
31.1
South B
35.284
0.0%
0.88
0.352
12.4
30.7
30.7
North
16.113
0.0%
0.88
0.352
5.7
22.8
22.8
ARI
FFy
FFy
1
0.62
0.80
20
1.12
1.05
50
1.20
1.15
100
1.30
1.20
Rural:
Urban:
2
0.74
0.85
5
0.88
0.95
10
1.00
1.00
Zone B <500m
Intensities for FFY
I12,50
13.70
I12,2
6.36
1.5
7.7
38.8
Proposed Residential Subdivision - Averys Lane Buchanan
Project No.
14034
Date:
9/12/14
RAINFALL
INTENSITY
mm/hr
CA
FLOW
ha
m3/s
31.1
63.4
14.61
38.8
56.1
28.72
2.573
4.480
22.8
74.7
6.45
1.339
Probabilistic Rational Method Hydrologic Calculations
ARI
C10
10
0.40
10
I1 = 43.90 mm/h
Min tc
5
mins
Location: Kurri Kurri
Catchment
Total Area
ha
Subcatchment Data
Imperv.
L
S
%
m
m/m
n
-
Runoff Coefficient
FFy
C
CA
ha
Subcatchment tc
Bransby.W Regional Kinematic
Min.
Min.
Min.
tc
adopt
L
m
690
DS Channel Data
S
v
t
m/m
m/s Min.
TIME OF CONC.
u/s
this Catchment
Min.
Min.
Kinematic Wave Method
South A
36.516
0.0%
1.00
0.400
14.6
31.1
31.1
South B
35.284
0.0%
1.00
0.400
14.1
30.7
30.7
North
16.113
0.0%
1.00
0.400
6.4
22.8
22.8
ARI
FFy
FFy
1
0.62
0.80
20
1.12
1.05
50
1.20
1.15
100
1.30
1.20
Rural:
Urban:
2
0.74
0.85
5
0.88
0.95
10
1.00
1.00
Zone B <500m
Intensities for FFY
I12,50
13.70
I12,2
6.36
1.5
7.7
38.8
Proposed Residential Subdivision - Averys Lane Buchanan
Project No.
14034
Date:
9/12/14
RAINFALL
INTENSITY
mm/hr
CA
FLOW
ha
m3/s
31.1
73.1
16.36
38.8
64.7
32.17
3.324
5.788
22.8
86.3
7.22
1.731
Probabilistic Rational Method Hydrologic Calculations
ARI
C10
20
0.40
10
I1 = 43.90 mm/h
Min tc
5
mins
Location: Kurri Kurri
Catchment
Total Area
ha
Subcatchment Data
Imperv.
L
S
%
m
m/m
n
-
Runoff Coefficient
FFy
C
CA
ha
Subcatchment tc
Bransby.W Regional Kinematic
Min.
Min.
Min.
tc
adopt
L
m
690
DS Channel Data
S
v
t
m/m
m/s Min.
TIME OF CONC.
u/s
this Catchment
Min.
Min.
Kinematic Wave Method
South A
36.516
0.0%
1.12
0.448
16.4
31.1
31.1
South B
35.284
0.0%
1.12
0.448
15.8
30.7
30.7
North
16.113
0.0%
1.12
0.448
7.2
22.8
22.8
ARI
FFy
FFy
1
0.62
0.80
20
1.12
1.05
50
1.20
1.15
100
1.30
1.20
Rural:
Urban:
2
0.74
0.85
5
0.88
0.95
10
1.00
1.00
Zone B <500m
Intensities for FFY
I12,50
13.70
I12,2
6.36
1.5
7.7
38.8
Proposed Residential Subdivision - Averys Lane Buchanan
Project No.
14034
Date:
9/12/14
RAINFALL
INTENSITY
mm/hr
CA
FLOW
ha
m3/s
31.1
85.9
17.55
38.8
76.0
34.51
4.192
7.296
22.8
101.5
7.74
2.184
Probabilistic Rational Method Hydrologic Calculations
ARI
C10
50
0.40
10
I1 = 43.90 mm/h
Min tc
5
mins
Location: Kurri Kurri
Catchment
Total Area
ha
Subcatchment Data
Imperv.
L
S
%
m
m/m
n
-
Runoff Coefficient
FFy
C
CA
ha
Subcatchment tc
Bransby.W Regional Kinematic
Min.
Min.
Min.
tc
adopt
L
m
690
DS Channel Data
S
v
t
m/m
m/s Min.
TIME OF CONC.
u/s
this Catchment
Min.
Min.
Kinematic Wave Method
South A
36.516
0.0%
1.20
0.481
17.6
31.1
31.1
South B
35.284
0.0%
1.20
0.481
17.0
30.7
30.7
North
16.113
0.0%
1.20
0.481
7.7
22.8
22.8
ARI
FFy
FFy
1
0.62
0.80
20
1.12
1.05
50
1.20
1.15
100
1.30
1.20
Rural:
Urban:
2
0.74
0.85
5
0.88
0.95
10
1.00
1.00
Zone B <500m
Intensities for FFY
I12,50
13.70
I12,2
6.36
1.5
7.7
38.8
Proposed Residential Subdivision - Averys Lane Buchanan
Project No.
14034
Date:
9/12/14
RAINFALL
INTENSITY
mm/hr
CA
FLOW
ha
m3/s
31.1
95.8
19.04
38.8
84.8
37.43
5.068
8.820
22.8
113.1
8.40
2.642
Probabilistic Rational Method Hydrologic Calculations
ARI
C10
100
0.40
10
I1 = 43.90 mm/h
Min tc
5
mins
Location: Kurri Kurri
Catchment
Total Area
ha
Subcatchment Data
Imperv.
L
S
%
m
m/m
n
-
Runoff Coefficient
FFy
C
CA
ha
Subcatchment tc
Bransby.W Regional Kinematic
Min.
Min.
Min.
tc
adopt
L
m
690
DS Channel Data
S
v
t
m/m
m/s Min.
TIME OF CONC.
u/s
this Catchment
Min.
Min.
Kinematic Wave Method
South A
36.516
0.0%
1.30
0.521
19.0
31.1
31.1
South B
35.284
0.0%
1.30
0.521
18.4
30.7
30.7
North
16.113
0.0%
1.30
0.521
8.4
22.8
22.8
ARI
FFy
FFy
1
0.62
0.80
20
1.12
1.05
50
1.20
1.15
100
1.30
1.20
Rural:
Urban:
2
0.74
0.85
5
0.88
0.95
10
1.00
1.00
Zone B <500m
Intensities for FFY
I12,50
13.70
I12,2
6.36
1.5
7.7
38.8
Appendix E
DRAINS Results Spreadsheets
Undeveloped Catchments
DRAINS Results Spreadsheet ‐ Catchment North ‐ Undeveloped Catchment ‐ 1 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Nth
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
0.44 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 16.1 pervious = 16.1 total ha)
Storm
Total Rainfall
cu.m
AR&R 1 year, 20 minutes storm, average 42.5 mm/h, Zone 1
2282.68
AR&R 1 year, 25 minutes storm, average 37.9 mm/h, Zone 1
2544.78
AR&R 1 year, 30 minutes storm, average 34.4 mm/h, Zone 1
2771.3
AR&R 1 year, 45 minutes storm, average 27.6 mm/h, Zone 1
3335.26
AR&R 1 year, 1 hour storm, average 23.4 mm/h, Zone 1
3770.58
AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
4398.85
4898.49
AR&R 1 year, 2 hours storm, average 15.2 mm/h, Zone 1
AR&R 1 year, 3 hours storm, average 11.8 mm/h, Zone 1
5703.6
AR&R 1 year, 4.5 hours storm, average 9.1 mm/h, Zone 1
6576.12
AR&R 1 year, 6 hours storm, average 7.6 mm/h, Zone 1
7300
AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
8469.8
AR&R 1 year, 12 hours storm, average 4.9 mm/h, Zone 1
9397.1
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
263.06 (11.5%)
395.78 (15.6%)
507.15 (18.3%)
947.90 (28.4%)
1365.87 (36.2%)
1952.85 (44.4%)
2403.07 (49.1%)
2979.59 (52.2%)
3518.54 (53.5%)
3970.21 (54.4%)
4441.03 (52.4%)
4567.04 (48.6%)
Impervious Runoff
cu.m (Runoff %)
‐341.90 (0.0%)
‐443.78 (0.0%)
‐527.17 (0.0%)
‐579.50 (0.0%)
‐525.95 (0.0%)
‐377.36 (0.0%)
‐282.43 (0.0%)
‐140.42 (0.0%)
‐42.23 (0.0%)
11.85 (0.0%)
35.53 (0.0%)
‐368.23 (0.0%)
Pervious Runoff
cu.m (Runoff %)
604.96 (26.5%)
839.56 (33.0%)
1034.32 (37.3%)
1527.40 (45.8%)
1891.82 (50.2%)
2330.22 (53.0%)
2685.50 (54.8%)
3120.01 (54.7%)
3560.76 (54.1%)
3958.36 (54.2%)
4405.50 (52.0%)
4935.28 (52.5%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Nth
Max Q U/S
Max Q D/S
0.44
DETENTION BASIN DETAILS
Name
Max WL
Due to Storm
Safe Q
0.44
MaxVol
CONTINUITY CHECK for AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Nth
4441.09
Nth Outlet
4440.16
Due to Storm
4441.09
4440.16
Max D
7.945
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max DxV
0.038
0.06
Max Q
High Level
0
0
Max Width Max V
Due to Storm
10.51
1.69 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment North ‐ Undeveloped Catchment ‐ 10 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Nth
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
1.166 AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 16.1 pervious = 16.1 total ha)
Storm
Total Rainfall
cu.m
AR&R 10 year, 20 minutes storm, average 80.0 mm/h, Zone 1
4296.8
AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
4766.76
AR&R 10 year, 30 minutes storm, average 65.0 mm/h, Zone 1
5236.72
AR&R 10 year, 45 minutes storm, average 52.0 mm/h, Zone 1
6284.07
AR&R 10 year, 1 hour storm, average 43.7 mm/h, Zone 1
7041.25
AR&R 10 year, 1.5 hours storm, average 34.4 mm/h, Zone 1
8314.17
9345.54
AR&R 10 year, 2 hours storm, average 29.0 mm/h, Zone 1
AR&R 10 year, 3 hours storm, average 22.7 mm/h, Zone 1
10972.55
AR&R 10 year, 4.5 hours storm, average 17.7 mm/h, Zone 1
12834.41
AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
14405.02
AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
16821.17
AR&R 10 year, 12 hours storm, average 9.8 mm/h, Zone 1
18912.64
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
1763.17 (41.0%)
2116.33 (44.4%)
2459.46 (47.0%)
3548.41 (56.5%)
4387.71 (62.3%)
5690.23 (68.4%)
6692.89 (71.6%)
8094.66 (73.8%)
9569.54 (74.6%)
10751.52 (74.6%)
12105.13 (72.0%)
13480.37 (71.3%)
Impervious Runoff
cu.m (Runoff %)
‐819.39 (0.0%)
‐908.79 (0.0%)
‐1001.49 (0.0%)
‐892.07 (0.0%)
‐724.56 (0.0%)
‐493.71 (0.0%)
‐372.00 (0.0%)
‐208.62 (0.0%)
‐97.45 (0.0%)
‐21.07 (0.0%)
45.23 (0.0%)
55.12 (0.0%)
Pervious Runoff
cu.m (Runoff %)
2582.56 (60.1%)
3025.12 (63.5%)
3460.95 (66.1%)
4440.48 (70.7%)
5112.27 (72.6%)
6183.94 (74.4%)
7064.89 (75.6%)
8303.27 (75.7%)
9667.00 (75.3%)
10772.59 (74.8%)
12059.90 (71.7%)
13425.25 (71.0%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Nth
Max Q D/S
Max Q U/S
1.166
DETENTION BASIN DETAILS
Name
Max WL
Due to Storm
Safe Q
1.166
MaxVol
CONTINUITY CHECK for AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Nth
10751.43
Nth Outlet
10751.45
Due to Storm
10751.43
10751.45
Max D
7.945
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max DxV
0.059
0.14
Max Q
High Level
0
0
Max Width Max V
Due to Storm
12.56
2.35 AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment North ‐ Undeveloped Catchment ‐ 100 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Nth
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
1.966 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 16.1 pervious = 16.1 total ha)
Storm
Total Rainfall
cu.m
AR&R 100 year, 20 minutes storm, average 121 mm/h, Zone 1
6498.91
AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
7250.85
AR&R 100 year, 30 minutes storm, average 98.0 mm/h, Zone 1
7895.37
AR&R 100 year, 45 minutes storm, average 78.0 mm/h, Zone 1
9426.24
AR&R 100 year, 1 hour storm, average 66.0 mm/h, Zone 1
10634.58
AR&R 100 year, 1.5 hours storm, average 52.0 mm/h, Zone 1
12568.14
14276.52
AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
AR&R 100 year, 3 hours storm, average 34.9 mm/h, Zone 1
16870.72
AR&R 100 year, 4.5 hours storm, average 27.5 mm/h, Zone 1
19939.03
AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
22429.3
AR&R 100 year, 9 hours storm, average 18.3 mm/h, Zone 1
26537.31
AR&R 100 year, 12 hours storm, average 15.5 mm/h, Zone 1
29968.57
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
3722.43 (57.3%)
4339.21 (59.8%)
4856.14 (61.5%)
6522.78 (69.2%)
7850.10 (73.8%)
9847.26 (78.4%)
11520.41 (80.7%)
13907.59 (82.4%)
16587.04 (83.2%)
18623.83 (83.0%)
21640.63 (81.5%)
24073.86 (80.3%)
Impervious Runoff
cu.m (Runoff %)
‐1042.51 (0.0%)
‐1145.34 (0.0%)
‐1240.87 (0.0%)
‐1041.82 (0.0%)
‐835.71 (0.0%)
‐571.72 (0.0%)
‐435.75 (0.0%)
‐260.47 (0.0%)
‐138.01 (0.0%)
‐53.80 (0.0%)
23.95 (0.0%)
64.52 (0.0%)
Pervious Runoff
cu.m (Runoff %)
4764.93 (73.3%)
5484.55 (75.6%)
6097.00 (77.2%)
7564.60 (80.3%)
8685.81 (81.7%)
10418.99 (82.9%)
11956.16 (83.7%)
14168.06 (84.0%)
16725.05 (83.9%)
18677.63 (83.3%)
21616.67 (81.5%)
24009.34 (80.1%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Nth
Max Q D/S
Max Q U/S
1.966
DETENTION BASIN DETAILS
Name
Max WL
Due to Storm
Safe Q
1.966
MaxVol
CONTINUITY CHECK for AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Nth
18623.51
Nth Outlet
18624.37
Due to Storm
18623.51
18624.37
Max D
7.945
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max DxV
0.075
0.21
Max Q
High Level
0
0
Max Width Max V
Due to Storm
14.2
2.75 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment South ‐ Undeveloped Catchment ‐ 1 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat Sth A
Sth B
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
0.825 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
0.86 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 71.8 pervious = 71.8 total ha)
Storm
Total Rainfall
cu.m
AR&R 1 year, 20 minutes storm, average 42.5 mm/h, Zone 1
10171.1
AR&R 1 year, 25 minutes storm, average 37.9 mm/h, Zone 1
11338.98
AR&R 1 year, 30 minutes storm, average 34.4 mm/h, Zone 1
12348.32
AR&R 1 year, 45 minutes storm, average 27.6 mm/h, Zone 1
14861.17
AR&R 1 year, 1 hour storm, average 23.4 mm/h, Zone 1
16800.86
AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
19600.31
21826.59
AR&R 1 year, 2 hours storm, average 15.2 mm/h, Zone 1
AR&R 1 year, 3 hours storm, average 11.8 mm/h, Zone 1
25413.99
AR&R 1 year, 4.5 hours storm, average 9.1 mm/h, Zone 1
29301.75
AR&R 1 year, 6 hours storm, average 7.6 mm/h, Zone 1
32527.18
AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
37739.57
AR&R 1 year, 12 hours storm, average 4.9 mm/h, Zone 1
41871.43
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
880.93 (8.7%)
1357.85 (12.0%)
1760.38 (14.3%)
3415.08 (23.0%)
5138.17 (30.6%)
7780.17 (39.7%)
9889.18 (45.3%)
12612.04 (49.6%)
15082.93 (51.5%)
17138.65 (52.7%)
19328.93 (51.2%)
19939.23 (47.6%)
Impervious Runoff
cu.m (Runoff %)
‐1814.65 (0.0%)
‐2383.06 (0.0%)
‐2848.31 (0.0%)
‐3390.68 (0.0%)
‐3291.40 (0.0%)
‐2602.66 (0.0%)
‐2076.85 (0.0%)
‐1289.99 (0.0%)
‐783.01 (0.0%)
‐498.05 (0.0%)
‐300.51 (0.0%)
‐2051.01 (0.0%)
Pervious Runoff
cu.m (Runoff %)
2695.58 (26.5%)
3740.91 (33.0%)
4608.68 (37.3%)
6805.76 (45.8%)
8429.57 (50.2%)
10382.83 (53.0%)
11966.04 (54.8%)
13902.02 (54.7%)
15865.94 (54.1%)
17636.70 (54.2%)
19629.44 (52.0%)
21990.23 (52.5%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Sth A
OF Sth B
Max Q U/S
Max Q D/S
0.825
1.64
DETENTION BASIN DETAILS
Name
Max WL
Due to Storm
Max D
Safe Q
0.825
1.64
MaxVol
CONTINUITY CHECK for AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Sth A
9812.62
Sth B
19354.92
Sth Outlet
19355.32
Due to Storm
9812.62
19354.91
19355.32
4.523
7.945
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
Max DxV
0.114
0.069
0.07
0.18
Max Q
High Level
0
0
0
Max Width Max V
Due to Storm
18.06
0.62 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
13.55
2.62 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment South ‐ Undeveloped Catchment ‐ 10 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat Sth A
Sth B
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
2.26 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
2.306 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 71.8 pervious = 71.8 total ha)
Storm
Total Rainfall
cu.m
AR&R 10 year, 20 minutes storm, average 80.0 mm/h, Zone 1
19145.6
AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
21239.65
AR&R 10 year, 30 minutes storm, average 65.0 mm/h, Zone 1
23333.7
AR&R 10 year, 45 minutes storm, average 52.0 mm/h, Zone 1
28000.44
AR&R 10 year, 1 hour storm, average 43.7 mm/h, Zone 1
31374.26
AR&R 10 year, 1.5 hours storm, average 34.4 mm/h, Zone 1
37046.14
41641.68
AR&R 10 year, 2 hours storm, average 29.0 mm/h, Zone 1
AR&R 10 year, 3 hours storm, average 22.7 mm/h, Zone 1
48891.29
AR&R 10 year, 4.5 hours storm, average 17.7 mm/h, Zone 1
57187.31
AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
64185.62
AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
74951.45
AR&R 10 year, 12 hours storm, average 9.8 mm/h, Zone 1
84270.57
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
6534.10 (34.1%)
7903.81 (37.2%)
9263.19 (39.7%)
13942.74 (49.8%)
17795.98 (56.7%)
24010.06 (64.8%)
28744.17 (69.0%)
35305.45 (72.2%)
41996.64 (73.4%)
47333.71 (73.7%)
53406.15 (71.3%)
59614.10 (70.7%)
Impervious Runoff
cu.m (Runoff %)
‐4973.27 (0.0%)
‐5575.47 (0.0%)
‐6158.08 (0.0%)
‐5843.14 (0.0%)
‐4983.16 (0.0%)
‐3544.35 (0.0%)
‐2735.30 (0.0%)
‐1691.73 (0.0%)
‐1077.15 (0.0%)
‐665.55 (0.0%)
‐330.40 (0.0%)
‐204.94 (0.0%)
Pervious Runoff
cu.m (Runoff %)
11507.37 (60.1%)
13479.27 (63.5%)
15421.27 (66.1%)
19785.88 (70.7%)
22779.14 (72.6%)
27554.41 (74.4%)
31479.47 (75.6%)
36997.18 (75.7%)
43073.79 (75.3%)
47999.26 (74.8%)
53736.55 (71.7%)
59819.04 (71.0%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Sth A
OF Sth B
Max Q U/S
Max Q D/S
2.26
4.382
DETENTION BASIN DETAILS
Name
Max WL
Due to Storm
Max D
Safe Q
2.26
4.382
MaxVol
CONTINUITY CHECK for AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Sth A
27137.55
Sth B
53105.73
Sth Outlet
53108.76
Due to Storm
27137.55
53105.68
53108.76
4.523
7.945
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
Max DxV
0.179
0.109
0.15
0.38
Max Q
High Level
0
0
0
Max Width Max V
Due to Storm
22.74
0.84 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
17.59
3.49 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment South ‐ Undeveloped Catchment ‐ 100 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat Sth A
Sth B
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
3.895 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
4.03 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 71.8 pervious = 71.8 total ha)
Storm
Total Rainfall
cu.m
AR&R 100 year, 20 minutes storm, average 121 mm/h, Zone 1
28957.72
AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
32308.2
AR&R 100 year, 30 minutes storm, average 98.0 mm/h, Zone 1
35180.04
AR&R 100 year, 45 minutes storm, average 78.0 mm/h, Zone 1
42001.27
AR&R 100 year, 1 hour storm, average 66.0 mm/h, Zone 1
47385.36
AR&R 100 year, 1.5 hours storm, average 52.0 mm/h, Zone 1
56000.88
63613.06
AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
AR&R 100 year, 3 hours storm, average 34.9 mm/h, Zone 1
75172.22
AR&R 100 year, 4.5 hours storm, average 27.5 mm/h, Zone 1
88843.96
AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
99940.06
AR&R 100 year, 9 hours storm, average 18.3 mm/h, Zone 1
118244.45
AR&R 100 year, 12 hours storm, average 15.5 mm/h, Zone 1
133533.41
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
14455.19 (49.9%)
16944.98 (52.4%)
19037.78 (54.1%)
26535.83 (63.2%)
32770.65 (69.2%)
42283.32 (75.5%)
50073.63 (78.7%)
61101.17 (81.3%)
73234.47 (82.4%)
82396.05 (82.4%)
95899.10 (81.1%)
106739.46 (79.9%)
Impervious Runoff
cu.m (Runoff %)
‐6776.31 (0.0%)
‐7492.93 (0.0%)
‐8129.17 (0.0%)
‐7170.31 (0.0%)
‐5931.44 (0.0%)
‐4141.56 (0.0%)
‐3200.91 (0.0%)
‐2030.10 (0.0%)
‐1288.42 (0.0%)
‐829.42 (0.0%)
‐426.36 (0.0%)
‐243.35 (0.0%)
Pervious Runoff
cu.m (Runoff %)
21231.50 (73.3%)
24437.91 (75.6%)
27166.94 (77.2%)
33706.14 (80.3%)
38702.09 (81.7%)
46424.88 (82.9%)
53274.54 (83.7%)
63131.27 (84.0%)
74522.89 (83.9%)
83225.47 (83.3%)
96325.46 (81.5%)
106982.80 (80.1%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Sth A
OF Sth B
Max Q U/S
Max Q D/S
3.895
7.694
DETENTION BASIN DETAILS
Name
Max WL
Due to Storm
Max D
Safe Q
3.895
7.694
MaxVol
CONTINUITY CHECK for AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Sth A
41846.41
Sth B
82191.43
Sth Outlet
82195.52
Due to Storm
41846.41
82190.95
82195.52
4.523
7.945
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
Max DxV
0.229
0.141
0.23
0.58
Max Q
High Level
0
0
0
Max Width Max V
Due to Storm
25.76
1 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
20.49
4.11 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
Developed Catchments
DRAINS Results Spreadsheet ‐ Catchment North ‐ Developed Catchment ‐ 1 YR ARI
DRAINS results prepared 08 January, 2015 from Version 2014.12
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Nth internal
Nth external
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
0.999 AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
0.214 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
Outflow Volumes for Total Catchment (4.26 impervious + 9.45 pervious = 13.7 total ha)
Storm
Total Rainfall
cu.m
AR&R 1 year, 20 minutes storm, average 42.5 mm/h, Zone 1
1941.82
AR&R 1 year, 25 minutes storm, average 37.9 mm/h, Zone 1
2164.79
2357.49
AR&R 1 year, 30 minutes storm, average 34.4 mm/h, Zone 1
AR&R 1 year, 45 minutes storm, average 27.6 mm/h, Zone 1
2837.23
AR&R 1 year, 1 hour storm, average 23.4 mm/h, Zone 1
3207.55
AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
3742.01
AR&R 1 year, 2 hours storm, average 15.2 mm/h, Zone 1
4167.04
AR&R 1 year, 3 hours storm, average 11.8 mm/h, Zone 1
4851.94
AR&R 1 year, 4.5 hours storm, average 9.1 mm/h, Zone 1
5594.17
6209.96
AR&R 1 year, 6 hours storm, average 7.6 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
7205.08
AR&R 1 year, 12 hours storm, average 4.9 mm/h, Zone 1
7993.92
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
767.85 (39.5%)
938.80 (43.4%)
1082.90 (45.9%)
1517.59 (53.5%)
1877.31 (58.5%)
2361.00 (63.1%)
2739.24 (65.7%)
3260.67 (67.2%)
3779.92 (67.6%)
4222.50 (68.0%)
4821.91 (66.9%)
5214.20 (65.2%)
Impervious Runoff
cu.m (Runoff %)
413.02 (68.5%)
446.37 (66.4%)
476.24 (65.1%)
621.71 (70.6%)
767.70 (77.1%)
994.26 (85.6%)
1164.11 (90.0%)
1430.68 (95.0%)
1691.42 (97.4%)
1900.91 (98.6%)
2238.11 (100.0%)
2319.24 (93.4%)
Pervious Runoff
cu.m (Runoff %)
354.83 (26.5%)
492.43 (33.0%)
606.66 (37.3%)
895.87 (45.8%)
1109.61 (50.2%)
1366.74 (53.0%)
1575.13 (54.8%)
1829.99 (54.7%)
2088.51 (54.1%)
2321.59 (54.2%)
2583.81 (52.0%)
2894.95 (52.5%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Nth
OF Nth Extern
OF Nth Outlet
Max Q U/S
Max Q D/S
0.999
0.214
1.053
DETENTION BASIN DETAILS
Name
Max WL
Due to Storm
Safe Q
0.999
0.214
1.053
MaxVol
CONTINUITY CHECK for AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Nth intern
2827.88
Nth Extern
1994.08
Nth Outlet
4821.44
N DummyOut
4821.39
Due to Storm
2827.88
1994.08
4821.7
4821.39
Max D
7.049
7.049
10.232
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
0
Max DxV
0.047
0.024
0.082
0.13
0.04
0.11
Max Q
High Level
0
0
0
0
Max Width Max V
Due to Storm
11.39
2.8 AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
8.08
1.76 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
14.84
1.3 AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment North ‐ Developed Catchment ‐ 10 YR ARI
DRAINS results prepared 08 January, 2015 from Version 2014.12
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Nth internal
Nth external
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
2.316 AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
0.564 AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
Outflow Volumes for Total Catchment (4.26 impervious + 9.45 pervious = 13.7 total ha)
Storm
Total Rainfall
cu.m
AR&R 10 year, 20 minutes storm, average 80.0 mm/h, Zone 1
3655.2
AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
4054.99
4454.77
AR&R 10 year, 30 minutes storm, average 65.0 mm/h, Zone 1
AR&R 10 year, 45 minutes storm, average 52.0 mm/h, Zone 1
5345.73
AR&R 10 year, 1 hour storm, average 43.7 mm/h, Zone 1
5989.85
AR&R 10 year, 1.5 hours storm, average 34.4 mm/h, Zone 1
7072.7
AR&R 10 year, 2 hours storm, average 29.0 mm/h, Zone 1
7950.06
AR&R 10 year, 3 hours storm, average 22.7 mm/h, Zone 1
9334.12
AR&R 10 year, 4.5 hours storm, average 17.7 mm/h, Zone 1
10917.97
12254.06
AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
14309.42
AR&R 10 year, 12 hours storm, average 9.8 mm/h, Zone 1
16088.59
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
2307.51 (63.1%)
2662.48 (65.7%)
3009.86 (67.6%)
3916.42 (73.3%)
4571.95 (76.3%)
5616.78 (79.4%)
6449.17 (81.1%)
7666.91 (82.1%)
9003.66 (82.5%)
10088.60 (82.3%)
11522.98 (80.5%)
12881.21 (80.1%)
Impervious Runoff
cu.m (Runoff %)
792.75 (69.8%)
888.15 (70.5%)
979.88 (70.8%)
1311.93 (79.0%)
1573.45 (84.6%)
1989.70 (90.6%)
2305.48 (93.4%)
2796.84 (96.5%)
3333.63 (98.3%)
3769.97 (99.1%)
4449.29 (100.1%)
5007.33 (100.2%)
Pervious Runoff
cu.m (Runoff %)
1514.76 (60.1%)
1774.33 (63.5%)
2029.98 (66.1%)
2604.49 (70.7%)
2998.49 (72.6%)
3627.08 (74.4%)
4143.69 (75.6%)
4870.07 (75.7%)
5670.02 (75.3%)
6318.63 (74.8%)
7073.69 (71.7%)
7873.88 (71.0%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Nth
OF Nth Extern
OF Nth Outlet
Max Q U/S
Max Q D/S
2.316
0.564
2.466
DETENTION BASIN DETAILS
Name
Max WL
Due to Storm
Safe Q
2.316
0.564
2.466
MaxVol
CONTINUITY CHECK for AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Nth intern
5291.24
Nth Extern
4797.15
Nth Outlet
10087.26
N DummyOut
10087.59
Due to Storm
5291.24
4797.15
10087.18
10087.59
Max D
7.049
7.049
10.232
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
0
Max DxV
0.069
0.037
0.122
0.25
0.09
0.2
Max Q
High Level
0
0
0
0
Max Width Max V
Due to Storm
13.55
3.7 AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
10.33
2.33 AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
18.82
1.67 AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment North ‐ Developed Catchment ‐ 100 YR ARI
DRAINS results prepared 08 January, 2015 from Version 2014.12
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Nth internal
Nth external
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
3.291 AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
0.98 AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
Outflow Volumes for Total Catchment (4.26 impervious + 9.45 pervious = 13.7 total ha)
Storm
Total Rainfall
cu.m
AR&R 100 year, 20 minutes storm, average 121 mm/h, Zone 1
5528.49
AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
6168.15
6716.43
AR&R 100 year, 30 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 45 minutes storm, average 78.0 mm/h, Zone 1
8018.71
AR&R 100 year, 1 hour storm, average 66.0 mm/h, Zone 1
9046.62
AR&R 100 year, 1.5 hours storm, average 52.0 mm/h, Zone 1
10691.46
AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
12144.75
AR&R 100 year, 3 hours storm, average 34.9 mm/h, Zone 1
14351.57
AR&R 100 year, 4.5 hours storm, average 27.5 mm/h, Zone 1
16961.73
19080.15
AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
AR&R 100 year, 9 hours storm, average 18.3 mm/h, Zone 1
22574.75
AR&R 100 year, 12 hours storm, average 15.5 mm/h, Zone 1
25493.65
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
4106.76 (74.3%)
4694.00 (76.1%)
5191.08 (77.3%)
6535.31 (81.5%)
7582.58 (83.8%)
9196.97 (86.0%)
10596.91 (87.3%)
12644.17 (88.1%)
15003.41 (88.5%)
16834.50 (88.2%)
19685.57 (87.2%)
22039.33 (86.5%)
Impervious Runoff
cu.m (Runoff %)
1311.97 (76.4%)
1477.11 (77.1%)
1614.97 (77.4%)
2098.43 (84.3%)
2488.03 (88.6%)
3085.87 (93.0%)
3584.20 (95.0%)
4334.41 (97.3%)
5193.66 (98.6%)
5879.26 (99.2%)
7006.90 (100.0%)
7956.61 (100.5%)
Pervious Runoff
cu.m (Runoff %)
2794.79 (73.3%)
3216.88 (75.6%)
3576.10 (77.2%)
4436.89 (80.3%)
5094.55 (81.7%)
6111.10 (82.9%)
7012.71 (83.7%)
8309.77 (84.0%)
9809.75 (83.9%)
10955.25 (83.3%)
12678.66 (81.5%)
14082.72 (80.1%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Nth
OF Nth Extern
OF Nth Outlet
Max Q U/S
Max Q D/S
3.291
0.98
3.616
DETENTION BASIN DETAILS
Name
Max WL
Due to Storm
Safe Q
3.291
0.98
3.616
MaxVol
CONTINUITY CHECK for AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Nth intern
5412
Nth Extern
5184.86
Nth Outlet
10596.89
N DummyOut
10597.21
Due to Storm
5412
5184.86
10596.64
10597.21
Max D
7.049
7.049
10.232
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
0
Max DxV
0.081
0.047
0.144
0.33
0.13
0.27
Max Q
High Level
0
0
0
0
Max Width Max V
Due to Storm
14.78
4.11 AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
11.33
2.8 AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
20.67
1.87 AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment South ‐ Developed Catchment ‐ 1 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
Max HGL
HW1
Sth B Outlet
HW2
Sth C Outlet
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
11.66
11.24
8.73
7.5
Max
Flow
(cu.m/s)
Cat Sth A
Cat Sth B
Cat Sth C
1.44
0
1.772
0
Overflow
(cu.m/s)
Constraint
1.34
0 None
1.77
0 None
0.825 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
0.615 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
1.597 AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
Max Q
(cu.m/s)
Pipe Culvert 1
Pipe Culvert 2
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (6.54 impervious + 67.7 pervious = 74.2 total ha)
Storm
Total Rainfall
cu.m
10512.23
AR&R 1 year, 20 minutes storm, average 42.5 mm/h, Zone 1
AR&R 1 year, 25 minutes storm, average 37.9 mm/h, Zone 1
11719.28
AR&R 1 year, 30 minutes storm, average 34.4 mm/h, Zone 1
12762.47
AR&R 1 year, 45 minutes storm, average 27.6 mm/h, Zone 1
15359.61
AR&R 1 year, 1 hour storm, average 23.4 mm/h, Zone 1
17364.35
AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
20257.69
AR&R 1 year, 2 hours storm, average 15.2 mm/h, Zone 1
22558.63
26266.36
AR&R 1 year, 3 hours storm, average 11.8 mm/h, Zone 1
AR&R 1 year, 4.5 hours storm, average 9.1 mm/h, Zone 1
30284.51
AR&R 1 year, 6 hours storm, average 7.6 mm/h, Zone 1
33618.12
AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
39005.33
AR&R 1 year, 12 hours storm, average 4.9 mm/h, Zone 1
43275.77
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
1743.46 (16.6%)
2317.12 (19.8%)
2804.35 (22.0%)
4581.07 (29.8%)
6348.10 (36.6%)
9049.88 (44.7%)
11228.99 (49.8%)
14115.24 (53.7%)
16801.66 (55.5%)
19040.94 (56.6%)
21581.38 (55.3%)
22664.25 (52.4%)
Impervious Runoff
cu.m (Runoff %)
‐796.85 (‐86.0%)
‐1208.31 (‐116.9%)
‐1538.86 (‐136.7%)
‐1832.66 (‐135.3%)
‐1595.90 (‐104.2%)
‐734.94 (‐41.1%)
‐47.78 (‐2.4%)
1014.01 (43.8%)
1849.69 (69.3%)
2419.64 (81.6%)
3082.92 (89.6%)
1940.81 (50.9%)
Pervious Runoff
cu.m (Runoff %)
2540.32 (26.5%)
3525.43 (33.0%)
4343.20 (37.3%)
6413.73 (45.8%)
7944.00 (50.2%)
9784.82 (53.0%)
11276.77 (54.8%)
13101.24 (54.7%)
14951.97 (54.1%)
16621.29 (54.2%)
18498.46 (52.0%)
20723.44 (52.5%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
1.422
1.734
Max Q
(cu.m/s)
2.28
2.41
Max V
(m/s)
11.362
8.402
Due to Storm
11.242 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
8.201 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF Sth A
OF Culvert 1
OF Sth B
OF Culvert 2
OF Sth C
Max Q U/S
Max Q D/S
0.825
0
1.422
0
1.734
DETENTION BASIN DETAILS
Name
Max WL
Safe Q
0.825
0
1.422
0
1.734
MaxVol
CONTINUITY CHECK for AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Sth A
9813.37
HW1
16866.63
Sth B Outlet
16864.4
HW2
21495.92
Sth C Outlet
21492.72
Sth Outlet
21493.39
9813.37
16864.4
16864.32
21492.72
21492.63
21493.39
Max D
4.523
0
9.401
0
8.037
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
0
0
0
Max DxV
0.116
0
0.201
0
0.126
0.07
0
0.19
0
0.29
Max Q
High Level
0
0
0
0
0
0
Max Width Max V
Due to Storm
18.24
0.6 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
0
0
10.2
0.94 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
0
0
10.05
2.28 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment South ‐ Developed Catchment ‐ 10 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
Max HGL
HW1
Sth B Outlet
HW2
Sth C Outlet
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
12.12
11.5
9.26
7.5
Max
Flow
(cu.m/s)
Cat Sth A
Cat Sth B
Cat Sth C
3.931
0
4.693
0
Overflow
(cu.m/s)
Constraint
0.88
0 None
1.24
0 None
2.26 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
1.671 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
3.797 AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
Max Q
(cu.m/s)
Pipe Culvert 1
Pipe Culvert 2
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (6.54 impervious + 67.7 pervious = 74.2 total ha)
Storm
Total Rainfall
cu.m
19787.73
AR&R 10 year, 20 minutes storm, average 80.0 mm/h, Zone 1
AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
21952.02
AR&R 10 year, 30 minutes storm, average 65.0 mm/h, Zone 1
24116.29
AR&R 10 year, 45 minutes storm, average 52.0 mm/h, Zone 1
28939.56
AR&R 10 year, 1 hour storm, average 43.7 mm/h, Zone 1
32426.53
AR&R 10 year, 1.5 hours storm, average 34.4 mm/h, Zone 1
38288.64
AR&R 10 year, 2 hours storm, average 29.0 mm/h, Zone 1
43038.31
50531.07
AR&R 10 year, 3 hours storm, average 22.7 mm/h, Zone 1
AR&R 10 year, 4.5 hours storm, average 17.7 mm/h, Zone 1
59105.33
AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
66338.37
AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
77465.27
AR&R 10 year, 12 hours storm, average 9.8 mm/h, Zone 1
87096.95
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
7933.51 (40.1%)
9416.05 (42.9%)
10888.49 (45.1%)
15669.53 (54.1%)
19564.50 (60.3%)
25906.56 (67.7%)
30783.61 (71.5%)
37626.33 (74.5%)
44691.39 (75.6%)
50363.38 (75.9%)
57083.25 (73.7%)
63776.52 (73.2%)
Impervious Runoff
cu.m (Runoff %)
‐2911.02 (‐166.8%)
‐3286.84 (‐169.8%)
‐3644.51 (‐171.4%)
‐2976.62 (‐116.6%)
‐1902.49 (‐66.5%)
‐60.60 (‐1.8%)
1117.58 (29.4%)
2760.05 (61.9%)
4098.47 (78.6%)
5128.21 (87.7%)
6443.31 (94.3%)
7404.10 (96.4%)
Pervious Runoff
cu.m (Runoff %)
10844.53 (60.1%)
12702.89 (63.5%)
14533.00 (66.1%)
18646.15 (70.7%)
21466.99 (72.6%)
25967.17 (74.4%)
29666.03 (75.6%)
34866.28 (75.7%)
40592.91 (75.3%)
45235.17 (74.8%)
50639.94 (71.7%)
56372.42 (71.0%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
3.889
4.635
Max Q
(cu.m/s)
3.01
3.14
Max V
(m/s)
11.619
8.685
Due to Storm
11.499 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
8.485 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF Sth A
OF Culvert 1
OF Sth B
OF Culvert 2
OF Sth C
Max Q U/S
Max Q D/S
2.26
0
3.889
0
4.635
DETENTION BASIN DETAILS
Name
Max WL
Safe Q
2.26
0
3.889
0
4.635
MaxVol
CONTINUITY CHECK for AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Sth A
27139.55
HW1
46722.34
Sth B Outlet
46718.94
HW2
56971.78
Sth C Outlet
56966.8
Sth Outlet
56969.18
27139.55
46718.94
46718.79
56966.8
56966.61
56969.18
Max D
4.523
0
9.401
0
8.037
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
0
0
0
Max DxV
0.182
0
0.327
0
0.187
0.15
0
0.45
0
0.63
Max Q
High Level
0
0
0
0
0
0
Max Width Max V
Due to Storm
22.91
0.82 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
0
0
10.45
1.38 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
0
0
10.17
3.36 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment South ‐ Developed Catchment ‐ 100 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
Max HGL
HW1
Sth B Outlet
HW2
Sth C Outlet
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
12.61
11.74
9.66
7.5
Max
Flow
(cu.m/s)
Cat Sth A
Cat Sth B
Cat Sth C
6.797
0
7.936
0
Overflow
(cu.m/s)
Constraint
0.39
0 None
0.84
0 None
3.895 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
2.902 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
5.543 AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
Max Q
(cu.m/s)
Pipe Culvert 1
Pipe Culvert 2
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (6.54 impervious + 67.7 pervious = 74.2 total ha)
Storm
Total Rainfall
cu.m
29928.95
AR&R 100 year, 20 minutes storm, average 121 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
33391.8
AR&R 100 year, 30 minutes storm, average 98.0 mm/h, Zone 1
36359.95
AR&R 100 year, 45 minutes storm, average 78.0 mm/h, Zone 1
43409.96
AR&R 100 year, 1 hour storm, average 66.0 mm/h, Zone 1
48974.63
AR&R 100 year, 1.5 hours storm, average 52.0 mm/h, Zone 1
57879.12
AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
65746.6
77693.45
AR&R 100 year, 3 hours storm, average 34.9 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 27.5 mm/h, Zone 1
91823.73
AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
103291.98
AR&R 100 year, 9 hours storm, average 18.3 mm/h, Zone 1
122210.28
138012.03
AR&R 100 year, 12 hours storm, average 15.5 mm/h, Zone 1
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
16256.52 (54.3%)
18911.57 (56.6%)
21150.37 (58.2%)
28782.84 (66.3%)
35111.48 (71.7%)
44846.24 (77.5%)
52882.96 (80.4%)
64328.25 (82.8%)
77014.08 (83.9%)
86660.67 (83.9%)
101062.02 (82.7%)
112676.25 (81.6%)
Impervious Runoff
cu.m (Runoff %)
‐3752.06 (‐142.2%)
‐4118.66 (‐139.9%)
‐4451.70 (‐138.8%)
‐2981.76 (‐77.9%)
‐1361.33 (‐31.5%)
1095.68 (21.5%)
2677.69 (46.2%)
4834.02 (70.6%)
6783.37 (83.8%)
8230.21 (90.4%)
10287.77 (95.5%)
11855.20 (97.4%)
Pervious Runoff
cu.m (Runoff %)
20008.57 (73.3%)
23030.23 (75.6%)
25602.07 (77.2%)
31764.60 (80.3%)
36472.81 (81.7%)
43750.57 (82.9%)
50205.27 (83.7%)
59494.23 (84.0%)
70230.71 (83.9%)
78430.46 (83.3%)
90774.25 (81.5%)
100821.05 (80.1%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
6.702
7.865
Max Q
(cu.m/s)
3.43
3.53
Max V
(m/s)
11.863
8.969
Due to Storm
11.743 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
8.777 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF Sth A
OF Culvert 1
OF Sth B
OF Culvert 2
OF Sth C
Max Q U/S
Max Q D/S
3.895
0
6.702
0
7.865
DETENTION BASIN DETAILS
Name
Max WL
Safe Q
3.895
0
6.702
0
7.865
MaxVol
CONTINUITY CHECK for AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Sth A
41846.49
HW1
72017.1
Sth B Outlet
72011.66
HW2
86461.04
Sth C Outlet
86451.55
Sth Outlet
86453.53
41846.49
72011.66
72010.98
86451.55
86450.85
86453.53
Max D
4.523
0.288
9.401
0.288
8.037
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
0
0
0
Max DxV
0.233
0
0.434
0
0.239
0.23
0
0.74
0
0.98
Max Q
High Level
0
0
0
0
0
0
Max Width Max V
Due to Storm
26.01
0.97 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
0
0
10.67
1.69 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
0
0
10.28
4.12 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
Developed Catchments with Detention
DRAINS Results Spreadsheet ‐ Catchment North ‐ Developed Catchment with Detention ‐ 1 YR ARI
DRAINS results prepared 08 January, 2015 from Version 2014.12
PIT / NODE DETAILS
Name
Max HGL
Nth Outlet
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
9.06
Max
Flow
(cu.m/s)
Nth internal bypass
Nth external
Nth internal basin
Constraint
0.222
Max Q
(cu.m/s)
Total Runoff
cu.m (Runoff %)
748.67 (38.6%)
919.16 (42.5%)
1062.66 (45.1%)
1496.51 (52.7%)
1855.56 (57.9%)
2337.18 (62.5%)
2713.90 (65.1%)
3231.19 (66.6%)
3745.76 (67.0%)
4184.94 (67.4%)
4776.23 (66.3%)
5163.91 (64.6%)
Impervious Runoff
cu.m (Runoff %)
385.69 (67.4%)
415.43 (65.1%)
442.08 (63.6%)
580.08 (69.4%)
720.49 (76.2%)
939.07 (85.2%)
1102.62 (89.8%)
1359.23 (95.1%)
1609.33 (97.6%)
1810.04 (98.9%)
2133.01 (100.5%)
2202.70 (93.5%)
Pervious Runoff
cu.m (Runoff %)
362.97 (26.5%)
503.73 (33.0%)
620.58 (37.3%)
916.43 (45.8%)
1135.07 (50.2%)
1398.10 (53.0%)
1611.28 (54.8%)
1871.96 (54.7%)
2136.43 (54.1%)
2374.90 (54.2%)
2643.21 (52.0%)
2961.21 (52.5%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
0.314
Max Q
(cu.m/s)
4.98
12.165
Due to Storm
9.065 AR&R 1 year, 2 hours storm, average 15.2 mm/h, Zone 1
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Nth bypass
OF Nth Extern
OF Nth Basin
OF Nth Outlet
Max Q U/S
Max Q D/S
0.038
0.214
0
0.469
DETENTION BASIN DETAILS
Name
Max WL
Nth Basin
Overflow
(cu.m/s)
0.038 AR&R 1 year, 25 minutes storm, average 37.9 mm/h, Zone 1
0.214 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
0.911 AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
Basin Pipe
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (4.04 impervious + 9.67 pervious = 13.7 total ha)
Storm
Total Rainfall
cu.m
1941.68
AR&R 1 year, 20 minutes storm, average 42.5 mm/h, Zone 1
2164.63
AR&R 1 year, 25 minutes storm, average 37.9 mm/h, Zone 1
2357.32
AR&R 1 year, 30 minutes storm, average 34.4 mm/h, Zone 1
2837.03
AR&R 1 year, 45 minutes storm, average 27.6 mm/h, Zone 1
AR&R 1 year, 1 hour storm, average 23.4 mm/h, Zone 1
3207.32
3741.74
AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 15.2 mm/h, Zone 1
4166.74
AR&R 1 year, 3 hours storm, average 11.8 mm/h, Zone 1
4851.58
5593.76
AR&R 1 year, 4.5 hours storm, average 9.1 mm/h, Zone 1
AR&R 1 year, 6 hours storm, average 7.6 mm/h, Zone 1
6209.5
AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
7204.56
AR&R 1 year, 12 hours storm, average 4.9 mm/h, Zone 1
7993.34
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Due to Storm
Safe Q
0.038
0.214
0
0.469
MaxVol
12.65
CONTINUITY CHECK for AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Nth bypass
91.4
Nth Extern
1994.12
Nth Basin
2690.8
Nth Outlet
4735.98
N DummyOut
4736
Max D
7.049
7.049
0
10.232
Max Q
Total
634
Max Q
Low Level
0.314
Storage Change
(cu.m)
91.4
1994.12
2650.2
4735.38
4736
Max DxV
0.008
0.024
0
0.056
0
0
40.58
0
0
0.01
0.04
0
0.06
Max Q
High Level
0.314
Difference
%
0
0
0
0
0
0
Max Width Max V
Due to Storm
5.04
1.75 AR&R 1 year, 25 minutes storm, average 37.9 mm/h, Zone 1
8.08
1.76 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
0
0
12.26
1.02 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment North ‐ Developed Catchment with Detention ‐ 10 YR ARI
DRAINS results prepared 08 January, 2015 from Version 2014.12
PIT / NODE DETAILS
Name
Max HGL
Nth Outlet
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
9.15
Max
Flow
(cu.m/s)
Nth internal bypass
Nth external
Nth internal basin
Constraint
0.579
Max Q
(cu.m/s)
Total Runoff
cu.m (Runoff %)
2287.64 (62.6%)
2642.13 (65.2%)
2988.96 (67.1%)
3894.63 (72.9%)
4549.25 (76.0%)
5591.73 (79.1%)
6422.54 (80.8%)
7635.86 (81.8%)
8967.20 (82.1%)
10047.30 (82.0%)
11468.52 (80.2%)
12820.35 (79.7%)
Impervious Runoff
cu.m (Runoff %)
738.12 (68.5%)
827.08 (69.2%)
912.41 (69.5%)
1230.37 (78.1%)
1481.94 (84.0%)
1881.44 (90.3%)
2183.72 (93.2%)
2653.92 (96.5%)
3167.09 (98.5%)
3583.71 (99.3%)
4232.85 (100.4%)
4764.79 (100.5%)
Pervious Runoff
cu.m (Runoff %)
1549.52 (60.1%)
1815.05 (63.5%)
2076.55 (66.1%)
2664.27 (70.7%)
3067.31 (72.6%)
3710.29 (74.4%)
4238.82 (75.6%)
4981.94 (75.7%)
5800.11 (75.3%)
6463.59 (74.8%)
7235.67 (71.7%)
8055.56 (71.0%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
0.669
Max Q
(cu.m/s)
6.15
12.246
Due to Storm
9.146 AR&R 10 year, 2 hours storm, average 29.0 mm/h, Zone 1
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Nth bypass
OF Nth Extern
OF Nth Basin
OF Nth Outlet
Max Q U/S
Max Q D/S
0.071
0.564
0
1.158
DETENTION BASIN DETAILS
Name
Max WL
Nth Basin
Overflow
(cu.m/s)
0.071 AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
0.564 AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
2.158 AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
Basin Pipe
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (4.04 impervious + 9.67 pervious = 13.7 total ha)
Storm
Total Rainfall
cu.m
3654.93
AR&R 10 year, 20 minutes storm, average 80.0 mm/h, Zone 1
4054.69
AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
4454.45
AR&R 10 year, 30 minutes storm, average 65.0 mm/h, Zone 1
5345.34
AR&R 10 year, 45 minutes storm, average 52.0 mm/h, Zone 1
5989.41
AR&R 10 year, 1 hour storm, average 43.7 mm/h, Zone 1
7072.18
AR&R 10 year, 1.5 hours storm, average 34.4 mm/h, Zone 1
7949.48
AR&R 10 year, 2 hours storm, average 29.0 mm/h, Zone 1
9333.44
AR&R 10 year, 3 hours storm, average 22.7 mm/h, Zone 1
10917.17
AR&R 10 year, 4.5 hours storm, average 17.7 mm/h, Zone 1
12253.16
AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
14308.38
AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
16087.42
AR&R 10 year, 12 hours storm, average 9.8 mm/h, Zone 1
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Due to Storm
Safe Q
0.071
0.564
0
1.158
MaxVol
13.12
CONTINUITY CHECK for AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Nth bypass
159.89
Nth Extern
4797.14
Nth Basin
5089.92
Nth Outlet
9998.11
N DummyOut
9999.53
Max D
7.049
7.049
0
10.232
Max Q
Total
1309.4
Max Q
Low Level
0.669
Storage Change
(cu.m)
159.89
4797.14
5042.16
9998.54
9999.53
Max DxV
0.01
0.037
0
0.085
0
0
47.83
0
0
0.02
0.09
0
0.11
Max Q
High Level
0.669
Difference
%
0
0
0
0
0
0
Max Width Max V
Due to Storm
5.39
2.31 AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
10.33
2.33 AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
0
0
15.19
1.34 AR&R 10 year, 2 hours storm, average 29.0 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment North ‐ Developed Catchment with Detention ‐ 100 YR ARI
DRAINS results prepared 08 January, 2015 from Version 2014.12
PIT / NODE DETAILS
Name
Max HGL
Nth Outlet
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
9.17
Max
Flow
(cu.m/s)
Nth internal bypass
Nth external
Nth internal basin
Constraint
1.163
Max Q
(cu.m/s)
Total Runoff
cu.m (Runoff %)
1264.77 (50.1%)
2484.23 (64.7%)
3395.63 (70.8%)
4086.58 (73.9%)
4673.22 (75.8%)
5169.72 (77.0%)
6513.05 (81.2%)
7559.25 (83.6%)
9171.25 (85.8%)
10569.42 (87.0%)
12612.73 (87.9%)
14965.53 (88.2%)
Impervious Runoff
cu.m (Runoff %)
495.54 (66.6%)
799.87 (70.7%)
1043.73 (73.8%)
1227.66 (75.4%)
1382.54 (76.1%)
1511.56 (76.4%)
1974.34 (83.6%)
2347.85 (88.1%)
2919.96 (92.7%)
3395.85 (94.9%)
4111.88 (97.2%)
4930.82 (98.7%)
Pervious Runoff
cu.m (Runoff %)
769.23 (43.2%)
1684.36 (62.2%)
2351.90 (69.5%)
2858.93 (73.3%)
3290.68 (75.6%)
3658.16 (77.2%)
4538.71 (80.3%)
5211.40 (81.7%)
6251.29 (82.9%)
7173.57 (83.7%)
8500.85 (84.0%)
10034.71 (83.9%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
0.805
Max Q
(cu.m/s)
6.45
12.272
Due to Storm
9.172 AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF Nth bypass
OF Nth Extern
OF Nth Basin
OF Nth Outlet
Max Q U/S
Max Q D/S
0.114
0.98
0.375
1.968
DETENTION BASIN DETAILS
Name
Max WL
Nth Basin
Overflow
(cu.m/s)
0.114 AR&R 100 year, 5 minutes storm, average 221 mm/h, Zone 1
0.98 AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
3.134 AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
Basin Pipe
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (4.04 impervious + 9.67 pervious = 13.7 total ha)
Storm
Total Rainfall
cu.m
2524.19
AR&R 100 year, 5 minutes storm, average 221 mm/h, Zone 1
3837.68
AR&R 100 year, 10 minutes storm, average 168 mm/h, Zone 1
4797.1
AR&R 100 year, 15 minutes storm, average 140 mm/h, Zone 1
5528.09
AR&R 100 year, 20 minutes storm, average 121 mm/h, Zone 1
6167.7
AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
6715.94
AR&R 100 year, 30 minutes storm, average 98.0 mm/h, Zone 1
8018.13
AR&R 100 year, 45 minutes storm, average 78.0 mm/h, Zone 1
9045.96
AR&R 100 year, 1 hour storm, average 66.0 mm/h, Zone 1
10690.68
AR&R 100 year, 1.5 hours storm, average 52.0 mm/h, Zone 1
12143.86
AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
14350.53
AR&R 100 year, 3 hours storm, average 34.9 mm/h, Zone 1
16960.49
AR&R 100 year, 4.5 hours storm, average 27.5 mm/h, Zone 1
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Due to Storm
Safe Q
0.114
0.98
0.375
1.968
MaxVol
13.5
CONTINUITY CHECK for AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Nth bypass
159.01
Nth Extern
5184.85
Nth Basin
5225.45
Nth Outlet
10471.81
N DummyOut
10472.16
Max D
7.049
7.049
0
10.232
Max Q
Total
2009.1
Max Q
Low Level
1.179
Storage Change
(cu.m)
159.01
5184.85
5127.66
10471.55
10472.16
0
0
97.76
0
0
Max DxV
0.013
0.047
0.04
0.11
0.03
0.13
0.05
0.17
Max Q
High Level
0.805
0.375
Difference
%
0
0
0
0
0
Max Width Max V
Due to Storm
5.86
2.59 AR&R 100 year, 5 minutes storm, average 221 mm/h, Zone 1
11.33
2.8 AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
10.62
1.37 AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
17.65
1.55 AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment South ‐ Developed Catchment with Detention ‐ 1 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
Max HGL
HW1
Sth B Outlet
Extg Dam Outlet
HW2
Sth C Outlet
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
11.66
11.24
8.38
8.7
7.5
Max
Flow
(cu.m/s)
Cat Sth A
Cat Sth B
Cat Sth C
1.44
0
1.247
1.597
0
Overflow
(cu.m/s)
Constraint
1.34
0 None
1.8
0 None
0.825 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
0.615 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
1.597 AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
Max Q
(cu.m/s)
Pipe Culvert 1
Pipe Basin Low Flow
Pipe Culvert 2
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (6.54 impervious + 67.7 pervious = 74.2 total ha)
Storm
Total Rainfall
cu.m
10512.23
AR&R 1 year, 20 minutes storm, average 42.5 mm/h, Zone 1
AR&R 1 year, 25 minutes storm, average 37.9 mm/h, Zone 1
11719.28
AR&R 1 year, 30 minutes storm, average 34.4 mm/h, Zone 1
12762.47
15359.61
AR&R 1 year, 45 minutes storm, average 27.6 mm/h, Zone 1
AR&R 1 year, 1 hour storm, average 23.4 mm/h, Zone 1
17364.35
AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
20257.69
AR&R 1 year, 2 hours storm, average 15.2 mm/h, Zone 1
22558.63
AR&R 1 year, 3 hours storm, average 11.8 mm/h, Zone 1
26266.36
AR&R 1 year, 4.5 hours storm, average 9.1 mm/h, Zone 1
30284.51
AR&R 1 year, 6 hours storm, average 7.6 mm/h, Zone 1
33618.12
39005.33
AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
AR&R 1 year, 12 hours storm, average 4.9 mm/h, Zone 1
43275.77
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
1743.46 (16.6%)
2317.12 (19.8%)
2804.35 (22.0%)
4581.07 (29.8%)
6348.10 (36.6%)
9049.88 (44.7%)
11228.99 (49.8%)
14115.24 (53.7%)
16801.66 (55.5%)
19040.94 (56.6%)
21581.38 (55.3%)
22664.25 (52.4%)
Impervious Runoff
cu.m (Runoff %)
‐796.85 (‐86.0%)
‐1208.31 (‐116.9%)
‐1538.86 (‐136.7%)
‐1832.66 (‐135.3%)
‐1595.90 (‐104.2%)
‐734.94 (‐41.1%)
‐47.78 (‐2.4%)
1014.01 (43.8%)
1849.69 (69.3%)
2419.64 (81.6%)
3082.92 (89.6%)
1940.81 (50.9%)
Pervious Runoff
cu.m (Runoff %)
2540.32 (26.5%)
3525.43 (33.0%)
4343.20 (37.3%)
6413.73 (45.8%)
7944.00 (50.2%)
9784.82 (53.0%)
11276.77 (54.8%)
13101.24 (54.7%)
14951.97 (54.1%)
16621.29 (54.2%)
18498.46 (52.0%)
20723.44 (52.5%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
1.422
0.151
1.605
Max Q
(cu.m/s)
2.28
2.19
2.35
Max V
(m/s)
11.362
8.556
8.39
Due to Storm
11.242 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
8.381 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
8.186 AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF Sth A
OF Culvert 1
OF Sth B
OF Extg Dam Spillway
OF Extg Dam
OF Culvert 2
OF Sth C
Max Q U/S
Max Q D/S
0.825
0
1.422
1.247
1.398
0
1.605
DETENTION BASIN DETAILS
Name
Max WL
Extg Dam
Safe Q
0.825
0
1.422
1.247
1.398
0
1.605
MaxVol
9.02
CONTINUITY CHECK for AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Sth A
9813.37
HW1
16866.63
Sth B Outlet
16864.14
Extg Dam
16844.82
Extg Dam Outlet
15849.82
HW2
20498.96
Sth C Outlet
20492.96
Sth Outlet
20493.94
Max D
4.523
0
9.401
0
0
0
8.037
Max Q
Total
2742.1
Max Q
Low Level
1.398
Storage Change
(cu.m)
9813.37
16864.14
16864.06
15850.25
15849.68
20492.96
20492.65
20493.94
0
0
0
994.51
0
0
0
0
Max DxV
0.116
0
0.176
0.099
0.214
0
0.122
0.07
0
0.2
0.11
0.18
0
0.27
Max Q
High Level
0.151
1.247
Difference
%
0
0
0
0
0
0
0
0
Max Width Max V
Due to Storm
18.24
0.6 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
0
0
10.15
1.12 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
16.54
1.16 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
10.23
0.84 AR&R 1 year, 9 hours storm, average 5.8 mm/h, Zone 1
0
0
10.04
2.22 AR&R 1 year, 1.5 hours storm, average 18.2 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment South ‐ Developed Catchment with Detention ‐ 10 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
Max HGL
HW1
Sth B Outlet
Extg Dam Outlet
HW2
Sth C Outlet
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
12.12
11.5
8.39
9.21
7.5
Max
Flow
(cu.m/s)
Cat Sth A
Cat Sth B
Cat Sth C
3.931
0
3.633
4.393
0
Overflow
(cu.m/s)
Constraint
0.88
0 None
1.29
0 None
2.26 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
1.671 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
3.797 AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
Max Q
(cu.m/s)
Pipe Culvert 1
Pipe Basin Low Flow
Pipe Culvert 2
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (6.54 impervious + 67.7 pervious = 74.2 total ha)
Storm
Total Rainfall
cu.m
19787.73
AR&R 10 year, 20 minutes storm, average 80.0 mm/h, Zone 1
AR&R 10 year, 25 minutes storm, average 71.0 mm/h, Zone 1
21952.02
AR&R 10 year, 30 minutes storm, average 65.0 mm/h, Zone 1
24116.29
28939.56
AR&R 10 year, 45 minutes storm, average 52.0 mm/h, Zone 1
AR&R 10 year, 1 hour storm, average 43.7 mm/h, Zone 1
32426.53
AR&R 10 year, 1.5 hours storm, average 34.4 mm/h, Zone 1
38288.64
AR&R 10 year, 2 hours storm, average 29.0 mm/h, Zone 1
43038.31
50531.07
AR&R 10 year, 3 hours storm, average 22.7 mm/h, Zone 1
AR&R 10 year, 4.5 hours storm, average 17.7 mm/h, Zone 1
59105.33
AR&R 10 year, 6 hours storm, average 14.9 mm/h, Zone 1
66338.37
AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
77465.27
AR&R 10 year, 12 hours storm, average 9.8 mm/h, Zone 1
87096.95
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
7933.51 (40.1%)
9416.05 (42.9%)
10888.49 (45.1%)
15669.53 (54.1%)
19564.50 (60.3%)
25906.56 (67.7%)
30783.61 (71.5%)
37626.33 (74.5%)
44691.39 (75.6%)
50363.38 (75.9%)
57083.25 (73.7%)
63776.52 (73.2%)
Impervious Runoff
cu.m (Runoff %)
‐2911.02 (‐166.8%)
‐3286.84 (‐169.8%)
‐3644.51 (‐171.4%)
‐2976.62 (‐116.6%)
‐1902.49 (‐66.5%)
‐60.60 (‐1.8%)
1117.58 (29.4%)
2760.05 (61.9%)
4098.47 (78.6%)
5128.21 (87.7%)
6443.31 (94.3%)
7404.10 (96.4%)
Pervious Runoff
cu.m (Runoff %)
10844.53 (60.1%)
12702.89 (63.5%)
14533.00 (66.1%)
18646.15 (70.7%)
21466.99 (72.6%)
25967.17 (74.4%)
29666.03 (75.6%)
34866.28 (75.7%)
40592.91 (75.3%)
45235.17 (74.8%)
50639.94 (71.7%)
56372.42 (71.0%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
3.889
0.187
4.388
Max Q
(cu.m/s)
3.01
2.66
3.1
Max V
(m/s)
11.619
8.656
8.664
Due to Storm
11.499 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
8.395 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
8.463 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF Sth A
OF Culvert 1
OF Sth B
OF Extg Dam Spillway
OF Extg Dam
OF Culvert 2
OF Sth C
Max Q U/S
Max Q D/S
2.26
0
3.889
3.633
3.821
0
4.388
DETENTION BASIN DETAILS
Name
Max WL
Extg Dam
Safe Q
2.26
0
3.889
3.633
3.821
0
4.388
MaxVol
9.36
CONTINUITY CHECK for AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Sth A
27139.55
HW1
46722.34
Sth B Outlet
46718.56
Extg Dam
46700.94
Extg Dam Outlet
45526.66
HW2
55816.44
Sth C Outlet
55807.77
Sth Outlet
55809.31
Max D
4.523
0
9.401
0
0
0
8.037
Max Q
Total
Max Q
Low Level
4088
3.82
Storage Change
(cu.m)
27139.55
46718.56
46718.4
45526.95
45526.29
55807.77
55807.21
55809.31
0
0
0
1173.89
0
0
0
0
Max DxV
0.182
0
0.281
0.161
0.351
0
0.183
0.15
0
0.47
0.26
0.44
0
0.6
Max Q
High Level
0.187
3.633
Difference
%
0
0
0
0
0
0
0
0
Max Width Max V
Due to Storm
22.91
0.82 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
0
0
10.36
1.66 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
21.65
1.59 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
10.5
1.24 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
0
0
10.17
3.29 AR&R 10 year, 9 hours storm, average 11.6 mm/h, Zone 1
DRAINS Results Spreadsheet ‐ Catchment South ‐ Developed Catchment with Detention ‐ 100 YR ARI
DRAINS results prepared 15 December, 2014 from Version 2014.12
PIT / NODE DETAILS
Name
Max HGL
HW1
Sth B Outlet
Extg Dam Outlet
HW2
Sth C Outlet
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
12.61
11.74
8.39
9.65
7.5
Max
Flow
(cu.m/s)
Cat Sth A
Cat Sth B
Cat Sth C
6.797
0
6.358
7.398
0
Overflow
(cu.m/s)
Constraint
0.39
0 None
0.85
0 None
3.895 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
2.902 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
5.543 AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
Max Q
(cu.m/s)
Pipe Culvert 1
Pipe Basin Low Flow
Pipe Culvert 2
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (6.54 impervious + 67.7 pervious = 74.2 total ha)
Storm
Total Rainfall
cu.m
29928.95
AR&R 100 year, 20 minutes storm, average 121 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1
33391.8
AR&R 100 year, 30 minutes storm, average 98.0 mm/h, Zone 1
36359.95
43409.96
AR&R 100 year, 45 minutes storm, average 78.0 mm/h, Zone 1
AR&R 100 year, 1 hour storm, average 66.0 mm/h, Zone 1
48974.63
AR&R 100 year, 1.5 hours storm, average 52.0 mm/h, Zone 1
57879.12
AR&R 100 year, 2 hours storm, average 44.3 mm/h, Zone 1
65746.6
77693.45
AR&R 100 year, 3 hours storm, average 34.9 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 27.5 mm/h, Zone 1
91823.73
AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
103291.98
AR&R 100 year, 9 hours storm, average 18.3 mm/h, Zone 1
122210.28
AR&R 100 year, 12 hours storm, average 15.5 mm/h, Zone 1
138012.03
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
16256.52 (54.3%)
18911.57 (56.6%)
21150.37 (58.2%)
28782.84 (66.3%)
35111.48 (71.7%)
44846.24 (77.5%)
52882.96 (80.4%)
64328.25 (82.8%)
77014.08 (83.9%)
86660.67 (83.9%)
101062.02 (82.7%)
112676.25 (81.6%)
Impervious Runoff
cu.m (Runoff %)
‐3752.06 (‐142.2%)
‐4118.66 (‐139.9%)
‐4451.70 (‐138.8%)
‐2981.76 (‐77.9%)
‐1361.33 (‐31.5%)
1095.68 (21.5%)
2677.69 (46.2%)
4834.02 (70.6%)
6783.37 (83.8%)
8230.21 (90.4%)
10287.77 (95.5%)
11855.20 (97.4%)
Pervious Runoff
cu.m (Runoff %)
20008.57 (73.3%)
23030.23 (75.6%)
25602.07 (77.2%)
31764.60 (80.3%)
36472.81 (81.7%)
43750.57 (82.9%)
50205.27 (83.7%)
59494.23 (84.0%)
70230.71 (83.9%)
78430.46 (83.3%)
90774.25 (81.5%)
100821.05 (80.1%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
6.702
0.216
7.389
Max Q
(cu.m/s)
3.43
3.06
3.49
Max V
(m/s)
11.863
8.746
8.925
Due to Storm
11.743 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
8.4 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
8.728 AR&R 100 year, 9 hours storm, average 18.3 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF Sth A
OF Culvert 1
OF Sth B
OF Extg Dam Spillway
OF Extg Dam
OF Culvert 2
OF Sth C
Max Q U/S
Max Q D/S
3.895
0
6.702
6.358
6.575
0
7.389
DETENTION BASIN DETAILS
Name
Max WL
Extg Dam
Safe Q
3.895
0
6.702
6.358
6.575
0
7.389
MaxVol
9.66
CONTINUITY CHECK for AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
Sth A
41846.49
HW1
72017.1
Sth B Outlet
72010.22
Extg Dam
71986.13
Extg Dam Outlet
70334.93
HW2
84840.98
Sth C Outlet
84830.07
Sth Outlet
84831.2
Max D
4.523
0.288
9.401
0
0
0.288
8.037
Max Q
Total
5401
Max Q
Low Level
6.574
Storage Change
(cu.m)
41846.49
72010.22
72009.55
70335.36
70334.41
84830.07
84829.24
84831.2
0
0
0
1650.41
0
0
0
0
Max DxV
0.233
0
0.371
0.207
0.467
0
0.232
0.23
0
0.76
0.39
0.71
0
0.93
Max Q
High Level
0.216
6.358
Difference
%
0
0
0
0
0
0
0
0
Max Width Max V
Due to Storm
26.01
0.97 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
0
0
10.54
2.04 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
24.42
1.9 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
10.73
1.53 AR&R 100 year, 6 hours storm, average 23.2 mm/h, Zone 1
0
0
10.26
4.02 AR&R 100 year, 9 hours storm, average 18.3 mm/h, Zone 1
Appendix F
100 Year ARI Hydrographs
Catchment North 100 year ARI ‐ Peak Outflow Hydrograph
4
3.5
Discharge (m3/s)
3
2.5
Undeveloped
2
Developed
1.5
1
0.5
0
0
20
40
60
Time (mins)
80
100
Catchment South 100 year ARI ‐ Peak Outflow Hydrograph
9
8
7
Discharge (m3/s)
6
5
Undeveloped
Developed
4
3
2
1
0
0
30
60
90
120
150
180
210
240
270
300
330
Time (mins)
360
390
420
450
480
510
540
570
600